HomeMy WebLinkAbout109445 CONNELL RESOURCES INC - CONTRACT - BID - 6116 ROBERT BENSON RESERVOIR DAM IMPROVEMENTS (2)FJQDCCFNFR CQM TIOM 19104 11990E IMO
36 w CITY OF FORT C'OLUM MODIFI AMM MEV 4COtn1
SECTION 00960
APPLICATION FOR PAYMENT
In accordance with attached page
July 2006 Section 00960 Page I
3.05
3.06
3.07
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 6 inches in thickness afterbeing, compacted and shall be moistened as required
to within 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.
SURPLUS EXCAVATION MATERIAL
Surplus excavation shall be disposed of by the CONTRACTOR at his expense.
FOUNDATIONS ON UNSTABLE SOILS
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 6 inches below grade with material specified in Section 02320
2.01-A as FoundationMaterial. This material shall provide -a, firm foundation for the pipe
or structure. From 6 inches below grade to grade, the appropriate bedding material shall
be placed to provide support for the pipe or structure.
PIPE BEDDING
After completion of the trench excavation and proper preparation of the foundation, a
minimum of six (6) inches of bedding material shall be placed on the trench bottom for
support under the pipe (See construction details). Bell holes shall be dug deep enough to
provide a minimum of 2 inches 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 70% relative density in accordance with ASTM D4253.
Care shall be exercised to assure sufficient tamping under the pipe to achieve uniform
support.
Robert Benson Dam 02320-6 Trench Excavation
and Backf ll
3.08 BACKFILL AND COMPACTION
A. Pipes:
The pipe trench shall be backfilled to the limits as shown on the Drawings. The
backfill in all areas shall be compacted by vibrating, tamping, or a combination
thereof to 70% relative density for sand material as determined by the relative
density of cohesionless soils test, ASTM D4253, or to 95% of the Maximum
Standard Proctor Density for cohesive soils as determined by ASTM D698.
All backfill shall be brought up to equal height along each side of the pipe in
such a manner as to avoid displacement. Bedding shall be distributed in 6-inch
maximum lifts over the full width of the trench. 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.
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.
Backfilling procedures shall conform to the additional requirements, if any, of
appropriate agencies or private right-of-way agreements.
3.09 RESTORATION
A. Unsurfaced Areas:
All surface cuts shall be, as a minimum, restored to a condition equal to that prior
to construction.
B. Surfaced Areas:
All surface cuts shall be, as a minimum, restored to a condition equal to that prior
to construction. All gravel or paved streets shall be restored in accordance with
the regulations 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.
END OF SECTION
Robert Benson Dam 02320-7 Trench Excavation
and Backfill
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Robert Benson Dam 02320-8 Trench Excavation
and Backfill
SECTION 02370
EROSION AND SEDIMENT CONTROL
PART GENERAL
1.01 SECTION INCLUDES
A. This work shall consist of temporary measures needed to control erosion and water
pollution. These temporary measures shall include, but not be limited to, berms,
dikes, dams, sediment basins, fiber mats, netting, gravel, mulches, grasses, slope
drains and other erosion control devices or methods. These temporary measures shall
be installed at the locations where needed to control erosion and water pollution
during the construction of the project, and as directed by the ENGINEER, and as
shown on the Drawings.
B. The erosion control measures presented in the Drawings serves as a minimum for the
requirements of erosion control during construction. The CONTRACTOR has the
ultimate responsibility for providing adequate erosion control and water quality
throughout the duration of the project. Therefore, if the provided plan is not working
sufficiently to protect the project areas, then the CONTRACTOR shall provide
additional measures as required to obtain the required protection. The
CONTRACTOR shall include in his bid price for erosion control a minimum of all
items shown on the Erosion Control Plan and any additional items that may be
needed to control erosion and water pollution.
1.02 RELATED SECTIONS
A. Section 02240 — Water Control and Dewatering
1.03 SUB1v=ALS
A Construction schedule for Erosion Control per subsection 3.01
B. Sequencing Plan per subsection 3.12
PART PRODUCTS
2.01 MATERIALS
A. Materials may include hay bales, straw, fiber mats, fiber netting, wood cellulose,
fiber fabric, gavel and other suitable materials, and shall be reasonably clean, free of
deleterious materials, and certified weed free. All materials shall be submitted for
approval prior to installation.
B. Temporary grass cover (if required) shall be a quick growing species suitable to the
area, which will provide temporary cover and will not later compete with the grasses
sown for permanent cover. All grass seed shall be approved by the ENGINEER prior
to installation.
C. Fertilizer and soil conditioners shall be approved by the ENGINEER prior to
installation.
Robert Benson Dam 02370-1 Erosion and Sediment Control
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. When so indicated in the Contract Documents, or when directed by the ENGINEER,
the CONTRACTOR shall prepare construction schedules for accomplishing
temporary erosion control work These schedules shall be applicable to clearing and
grubbing, grading, structural work, construction, etc. He shall also submit for
acceptance his proposed method of erosion control on haul roads and borrow pits and
his plan for disposal of waste material. Work shall not be started until the erosion
control schedules and methods of operations have been accepted.
B. The CONTRACTOR will be required to incorporate all permanent erosion control
features into the project at the earliest practicable time as outlined in his accepted
schedule. Temporary erosion control measures will then be used to correct
conditions that develop during construction.
C. The erosion control features installed by the CONTRACTOR shall be adequately
maintained by him until the project is accepted.
D. In the event of conflict between these requirements and erosion and pollution control
laws, rules, or regulations of other Federal, State or local agencies, the more
restrictive laws, rules, or regulations shall apply.
3.02 PERMITS AND COMPLIANCE
A. The CONTRACTOR must apply for and obtain a Construction Dewatering Permit
402 from and prepare a Stormwater Management Plan (SWMP) for the Colorado
Department of Public Health and Environment. All costs for these permits shall be
the responsibility of the CONTRACTOR. This permit requires that specific actions
be performed at designated times. The CONTRACTOR is legally obligated to
comply with all terms and conditions of the permit including testing for effluent
limitations.
The CONTRACTOR shall allow the Colorado Department of Public Health and
Environment or other representatives to enter the site to test for compliance with the
permit. Non compliance with the permit can result in stoppage of all work.
The CONTRACTOR must apply for and obtain a State of Colorado Stormwater
Discharge Permit. All costs for this permit shall be the responsibility of the
CONTRACTOR. This permit requires that specific actions be performed at
designated times. The CONTRACTOR is legally obligated to comply with all terms
and conditions of the perunt. Non compliance with the permit can result in stoppage
of all work.
In addition to permit requirements, the OWNER shall also monitor the
CONTRACTOR's erosion control and work methods. If the overall function and
Robert Benson Dam 02370-2 Erosion and Sediment Control
3.03
3.04
3.05
3.06
3.07
intent of erosion control is not being met, then the OWNER shall require the
CONTRACTOR to provide additional measures as required to obtain the desired
results. Costs for any additional erosion control measures shall be the responsibility
of the CONTRACTOR, since he has the ultimate responsibility for providing
adequate erosion control and water quality for the duration of the project.
STABILIZATION OF DISTURBED AREAS
A. Temporary sediment control measures shall be established within 5 days from time of
exposureldisturbance. Permanent erosion protection measures shall be established
within 5 days after final grading of areas.
PROTECTION OF ADJACENT PROPERTIES
A. Properties adjacent to the site of a land disturbance shall be protected from sediment
deposition. In addition to the erosion control measures required on the Drawings,
perimeter controls may be required if damage to adjacent properties is likely.
Perimeter controls include, but are not limited to, a vegetated buffer strip around the
lower perimeter of the land disturbance, sediment barriers such as straw bales and silt
fences; sediment basins; or a combination of such measures. Vegetated buffer strips
may be used only where runoff in sheet flow is expected and should be at least 20
feet in width.
TIMING AND STABILIZATION OF SEDMENT AND EROSION CONTROL
MEASURES
A. Sediment barriers, perimeter dikes, and other measures intended to either trap
sediment or prevent runoff from flowing over disturbed areas must be constructed as
a first step in grading and be made functional before land disturbance takes place.
Earthen structures such as dams, dikes, and diversions must be stabilized within 5
days of installation. Stormwater outlets must also be stabilized prior to any upstream
land disturbing activities.
STABILIZATION OF WATERWAYS AND OUTLETS
A. All on -site stormwater conveyance channels used by the CONTRACTOR for
temporary erosion control purposes shall be designed and constructed with adequate
capacity and protection to prevent erosion during storm and runoff events.
Stabilization adequate to prevent erosion shall also be provided at the outlets of all
pipes and channels.
STORM SEWER INLET PROTECTION
A. All storm sewer inlets which are made operable during construction or which drain
stormwater runoff from a construction site shall be protected from sediment
deposition by the use of filters.
Robert Benson Dam 02370-3 Erosion and Sediment Control
3.08 WORKING IN OR CROSSING WATERCOURSES AND WETLANDS
A. Construction vehicles should be kept out of watercourses to the extent possible.
Where in -channel work is necessary, precautions must be taken to stabilize the work
area during construction to minimize erosion. The channel (including bed and banks)
must always be restabilized immediately after in -channel work is completed.
B. Where a live (wet) watercourse must be crossed by construction vehicles during
construction, a temporary crossing must be provided for this purpose. If the crossing
involves a pipe or other type of conduit placed in the watercourse, the pipe shall be
sized to allow unrestricted passage of all flows anticipated to be carried by the
watercourse. Likewise, installation of a span -type crossing across the watercourse
shall be placed so no restriction of anticipated, flows occur.
3.09 CONSTRUCTION ACCESS ROUTES
A. Wherever construction vehicles enter or leave a construction site, a stabilized
construction entrance and Tracking Pad are required. Where sediment is transported
onto a public road surface, the roads shall be cleaned thoroughly at the end of each
day. Sediment shall be removed from roads by shoveling_ or sweeping and be
transported to a sediment controlled disposal area. Street washing shall be allowed
only after sediment is removed in this manner.
3.10 DISPOSITION OF TEMPORARY MEASURES
A. All temporary erosion and sediment control measures shall be disposed of within 30
days after final site stabilization is achieved or after the temporary measures are no
longer needed as determined by the OWNER. Trapped sediment and other disturbed
soil areas resulting from the disposition of temporary measures shall be permanently
stabilized to prevent farther erosion.
3.11 MAINTENANCE
A. All temporary and permanent erosion and sediment control practices must be
maintained and repaired as needed to assure continued performance of their intended
function.
3.12 SEQUENCING
A. The CONTRACTOR shall submit a sequencing plan for approval for erosion control
in conformance with his overall Construction Plan for approval by the OWNER.
Changes to the Erosion Control Sequencing Plan may be considered by the OWNER
only if presented in writing by the CONTRACTOR.
3.13 SUBSTANTIAL COMPLETION OF EROSION CONTROL MEASURES
A. At the time specified in the Contract Documents, and subject to compliance with
specified materials and installation requirements, the CONTRACTOR will receive a
Substantial Completion Certificate for temporary erosion control measures.
3.14 MAINTENANCE OF EROSION CONTROL MEASURES AFTER SUBSTANTIAL
COMPLETION
Robert Benson Dam 02370-4 Erosion and Sediment Control
A. The CONTRACTOR will be responsible for maintaining temporary erosion control
measures as specified in the Drawings and Contract Documents until such time as the
disturbed drainage area has stabilized as determined by the ENGINEER and the
OWNER.
3.15 FINAL COMPLETION AND ACCEPTANCE OF EROSION CONTROL MEASURES
A. After the ENGINEER and OWNER have determined that the drainage area has
stabilized, the CONTRACTOR shall remove all remaining temporary erosion control
measures. Any damage to the site shall be repaired to the satisfaction of the
ENGINEER and at no cost to the OWNER.
END OF SECTION
Robert Benson Dam 02370-5 Erosion and Sediment Control
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Robert Benson Dam 02370-6 Erosion and Sediment Control
SECTION 02375
RIPRAP AND BEDDING
PART1 GENERAL
1.01 SECTION INCLUDES
A. The work of this section shall include excavation, grading and installation of all
riprap, and bedding placed at the locations shown on the Drawings. The materials to
be used for the construction of such structures shall be as specified herein.
1.02 RELATED SECTION'S
A. Section 02240 — Water Control and Dewatering
B. Section 02315 — Excavation and Embankment
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.
PART PRODUCTS
2.01 MATERIALS
A. Riprap:
Riprap used shall be the type designated on the Drawings and shall conform to the
following:
Riprap Designation
% Smaller Than Given
Intermediate Rock
d50 *
Size By Weight
Dimension (Inches)
(Inches)
Type VL (Class 6)
70 - 100
12
6
50- 70
9
35 - 50
6
2- 10
2
Type L (Class 9)
70 - 100
15
9
50- 70
12
35 - 50
9
2- 10
3
Type M (Class 12)
70 - 100
21
12
50- 70
18
35 - 50
12
2- 10
4
Robert Benson Dam 02375-1 Riprap
OR 0172 (12198)
COLORADO DEPARTMENT OF REVENUE
DENVER CO 80261
(303)232-2416
CONTRACTOR APPLICATION
FOR
EXEMPTION CERTIFICATE
Pursuant to Statute
Section 390.114(1 Xa)(AX�
0
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
bylaw.
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.
RegistrationtAoDount No. (to be assigned by DOR)
Period
0170-750 999
( )
89.
address:
exempt
on
Business telephone number
"hEJ
ETZ
your
Scheduled ... "`> "' Estimated vay rear
construction start date: completion date:
I declare under penalty of perjury in the second degree that the statements made in this application are true and
complete to the best of my knowledge.
owner, partner or corporate
DO NOT WRITE
Type H (Class 18) 70 - 100
30 18
50- 70
24
35 - 50
18
2- 10
6
Type VH (Class 24) 70 - 100
42 24
50- 70
33
35- 50
24
2- 10
9
` dcn = Mean Particle Size
1. The riprap designation and total thickness of riprap shall be as shown on the
Drawings. The maximum stone size shall not be larger than the thickness of
the riprap.
2. The specific gravity of the riprap shall be 2.65 or greater.
3. Neither width nor thickness of a single stone of riprap shall be less than 1/3
of its length.
4. Broken concrete or asphalt pavement shall not be acceptable for use in the
work. Rounded riprap (river rock) is not acceptable unless specifically
designated on the Drawings.
5. The color of the riprap shall be as approved by the OWNER prior to delivery
to the project site. Color shall be consistent on the entire project and shall
match the color of rock to be used for all other portions of the work. Color
required for this project shall be green -gray rock.
6. Minimum density for acceptable riprap shall be 165 pounds per cubic foot.
The specific gravity shall be according to the bulk -saturated, surface -dry
basis, AASHTO T85.
7. The riprap shall have a percentage loss of not more than 40 percent after 500
revolutions when tested in the Los Angeles machine in accordance with
AASHTO Test T96.
8. The riprap shall have a percentage, loss of not more than 10 percent after 5
cycles when tested in accordance with AASHTO Test T104 for ledge rock
using sodium sulfate.
9. The riprap shall have a percentage loss of not more than 10 percent after 12
cycles of freezing and thawing when tested in accordance with AASHTO
Test T103 for ledge rock, procedure A.
10. Rock shall be free of calcite intrusions.
11. Each load of riprap shall be reasonably well graded from the smallest to the
largest size specified. Stones smaller than the 2-10 percent size will not be
permitted in an amount exceeding 10 percent by weight of each load.
Control of gradation will be by visual inspection. However in the event the
ENGINEER determines the riprap to be unacceptable, the ENGINEER will
Robert Benson Dam 02375-2 . Riprap
pick 2 random truck loads to be dumped and checked for gradation.
Mechanical equipment and labor needed to assist in checking gradation shall
be provided by the CONTRACTOR at no additional cost.
Gradation for Granular Bedding
U.S. Standard
Percent by Weight Passing
Square Mesh Sieves
Sieve Size
TTvDe I
Type II
3 Inch
90 - 100
1 %z Inch
Y4 Inch
20 - 90
3/8 Inch
100
No. 4
95 —100
0- 20
No. 16
45 - 80
No. 50
10 - 30
No. 100
2- 10
No.200
0- 2
0- 3
Granular bedding designation and total thickness of bedding shall be as shown on the
Drawings. Granular bedding shall meet the same requirements for specific gravity,
absorption, abrasion, sodium sulfate soundness, and freeze -thaw durability as
required for riprap and specified above.
C. Geotextile Fabric:
Where soil conditions dictate, geotextile fabric shall be placed directly on excavated
slopes, channel beds, etc. prior to the placement of any riprap bedding or riprap. The
extent and location of geotextile placement will be shown on the Drawings.
Geotextile fabric shall be Trevira S1120 or approved equal under all riprap.
PART EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. Channel slopes, bottoms, or other areas that are to be protected with riprap shall be
free of brush, trees, stumps, and other objectionable material and be graded to a
smooth compacted surface. The CONTRACTOR shall excavate areas to receive
Robert Benson Dam 02375-3 Riprap
riprap to the subgrade for granular bedding. The subgrade for bedding materials shall
be stable. If unsuitable materials are encountered, they shall be removed and
replaced as Muck Excavation in accordance with Section 02315 of the Specifications.
Unsuitable materials shall be disposed of from the site by the CONTRACTOR at his
expense. After an acceptable subgrade for granular bedding material is established,
the bedding shall be immediately placed and leveled to the subgrade elevation.
Immediately following this, the riprap shall be placed. If bedding material is
disturbed for any reason, it shall be replaced and graded at the CONTRACTOR's
expense. In -place bedding materials shall not be contaminated with soils, debris or
vegetation before the riprap is placed. If contaminated, the bedding material shall be
removed and replaced at the CONTRACTOR's expense.
3.02 PLACEMENT
A. Following acceptable placement of geotextile fabric, granular bedding, riprap
placement shall commence as follows:
Machine Placed Riprap: Riprap shall be placed on the prepared slope or
channel bottom areas in a manner which will produce a reasonably well -
graded mass of stone with the minimum practicable percentage of voids.
Riprap shall be machine placed, unless otherwise stipulated in the Drawings
or Specifications.
When riprap is placed on slopes, placement shall commence at the bottom of
the slopes working up the slope. ,Place the riprap in a stepped fashion with
the bottom of the uphill riprap below the top of the downhill riprap by half of
the height of the riprap minimum.
The entire mass of riprap shall be placed on either channel slopes or bottoms
so as to be in conformance with the required gradation mixtures and to lines,
grades, and thickness shown on the Drawings. Riprap shall be placed to its
full course thickness at one operation and in such a manner as to avoid
displacing the underlying bedding material. Placing of riprap in layers, or by
dumping into chutes, or by similar methods shall not be permitted.
All material going into riprap protection for channel slopes or bottoms shall
be so placed and distributed that there will be no large accumulations of
either the larger or smaller sizes of stone. Some hand placement may be
required to achieve this distribution.
It is the intent of these Specifications to produce a fairly compact riprap
protection in which all sizes of material are placed in their proper
proportions. Unless otherwise authorized by the ENGINEER, the riprap
protection shall be placed in conjunction with the construction of
embankments or channel bottoms with only sufficient delay in construction
of the riprap protection, as may be necessary, to allow for proper
construction of the portion of the embankment and channel bottom which is
to be protected. The CONTRACTOR shall maintain the riprap protection
Robert Benson Dam 02375-4 Riprap
until accepted. Any material displaced for any reason shall be replaced to the
lines and grades shown on the Drawings at no additional cost to the
OWNER. If the bedding materials are removed or disturbed, such material
shall be replaced prior to replacing the displaced riprap.
2. Hand Placed Riprap: Hand placed riprap shall be performed during machine
placement of riprap and shall conform to all the requirements of Section
02375 PART 1 above. Hand placed riprap shall also be required when the
depth of riprap is less than 2 times the nominal stone site, or when required
by the Drawings or Specifications.
After the riprap has been placed, hand placing or rearranging of individual
stones by mechanical equipment shall be required to the extent necessary to
secure a flat uniform surface and the specified depth of riprap, to the lines
and grades as shown on the Drawings.
3. Soil Replacement In and Over Riprap: Where riprap is designated to be
buried, place onsite excavated material that is free from trash and organic
matter in riprap voids by washing and nodding. Prevent excessive washing of
material into stream. When voids are filled and the surface accepted by the
ENGINEER, place a nominal 6 inches of soil over the area, or as designated
on the Drawings. Fine grade, seed, and mulch per the Specifications.
4. Rejection of Work and Materials: The ENGINEER shall reject placed riprap
which does not conform to this Section and the CONTRACTOR shall
immediately remove and relay the riprap to conform with said sections.
Riprap shall be rejected, which is either delivered to the job site or placed,
that does not conform to this Section. Rejected riprap shall be removed from
the project site by the CONTRACTOR and at his expense.
5. Geotextile fabric shall be installed according to the manufacturer's
specifications. Material proposed for use shall be submitted and approved by
the ENGINEER prior to installation
END OF SECTION
Robert Benson Dam 02375-5 Riprap
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Robert Benson Dam 02375-6 Riprap
SECTION 02615
STEEL PIPE
PART1 GENERAL
1.01 DESCRIPTION
A. This section covers steel pipe and fittings.
B. Pipe shall be furnished complete with all fittings, flanges, specials and other accessories.
1.02 QUALITYASSURANCE
A. Manufacturer
1. All steel pipe shall be supplied by one manufacturer.
1.03 SUBMITTALS
A. Certification: Submit manufacturer's certification that products meet the referenced
standards.
B. Shop DRAWINGS
1. Submit complete Shop Drawings, reference Section 01340, Shop Drawings, and
Operation and Maintenance Manuals. Submit complete layout Drawings and
details of connections for all piping installed within the limits of structures.
1.04 PRODUCT DELIVERY
A. Handling.
1. Use slings, pipe tongs or skids.
2. Do not drop pipe or fittings including dropping on cushions.
3. Do not skid or roll pipe into pipe already on the ground
4. Do not damage coating or lining.
5. Do not use hooks.
6. Pipe shall not be handled in any manner, which will cause damage.
The contractor shall fiunish such equipment as is necessary to place the pipe
without damaging the pipe or coating. Coated pipe shall be handled in the
manner specified in AW WA Standard C203 or C214, as appropriate.
B. Storage.
1. Store and use lubricants in a manner, which will avoid contamination.
2. Do not exceed maximum stacking heights listed in AW WA C600, Tables 1 and 2.
PART 2 MATERIALS
2.01 DUCTILE IRON PIPE AND FITTINGS
Robert Benson Dam 02615- 1 Steel Pipe
A. Specifications
Steel pipe shall conform to the requirements of the applicable specification listed below
for the kind of pipe and the type, weight, grade, and finish specified:
Steel Pipe ASTM specification
Steel, black and hot -dipped, zinc -
coated welded and seamless A 53
Steel, electric -fusion (ARC) -welded
(sizes NPS 16 and over) A 134
Electric -resistance -welded steel A 135
Electric -fusion (ARC) -welded steel
(NPS 4 and over) A 139
Steel Pipe AW WA standard
Steel water pipe, 6 inches and larger C 200
B. Fittings
Fittings shall conform to the requirements for the types and kinds specified.
Fittings ASTM mecification
Heat -treated carbon steel fittings A 858
for low -temperature and corrosive
service
Threaded couplings, steel, black or A 865
zinc -coated (galvanized) welded or
seamless, for use in steel pipe j oints
C. Coatings
Coating and lining materials shall conform to the requirements of the following:
AW WA C203, Standard for Coal -Tar Protective Coatings and Linings
for Steel Water Pipelines - Enamel and Tape - Hot -Applied
AW WA C209, Standard for Cold -Applied Tape Coatings for the
Exterior of Special Sections, Connections, and Fittings for Steel Water
Pipelines
AW WA C214, Standard for Tape Coating Systems for the Exterior of
Steel Water Pipelines and as specified below:
Shop coating material shall conform to the requirements of AW WA
Standard C203 and AW WA Standard C214 and as specified in section
Robert Benson Dam 02615- 2 Steel Pipe
12 of this specification.
Shop lining material shall conform to the requirements of AW WA
Standard C203.
Field coating and coating repair material shall conform to the
requirements of AW WA Standard C203, AW WA Standard C209,
AW WA Standard C214, and, as specified in Section 12 of this
specification.
Field lining material shall conform to the requirements of AW WA
Standard C203 and as specified in section 12 of this specification.
Shop coating of pipe, specials, and fittings shall be in accordance with AW WA
Standard C203, AWWA Standard C209, or AW WA Standard C214 and as
specified in Section 12 of this specification.
Shop lining of pipe, specials, and fittings shall conform to the requirements of
AW WA Standard C203.
2. Fitting and coupling coatings —Compression couplings, mechanical couplings,
and flanged fittings shall be shop coated with the AW WA Standard C203 coal
tar enamel coating, as recommended by the coating manufacturer, or a factory -
applied vinyl coating at least 12 mils thick and as specified in section 12 of this
specification. All bolts furnished for flanges, couplings, and other types of bolted
connections shall be stainless steel or low alloy steel and shall be field coated
with a coal tar enamel or vinyl coating after installation.
3. Field lining, coating wrapping, and repair- Lining and coating or wrapping of
field joints or connections and repair of damage to the wrap or coating on
pipe, couplings, fittings, and appurtenances shall be made in accordance with
section 12 of this specification and one of the following methods:
Method 1—All field coating, lining, and repair shall be as specified in AW WA
Standard C203.
Method 2—All field wrapping and repair shall be as specified in AW WA
Standard C209 with type I or 11 tape.
Method 3—All field wrapping and repair shall be as specified in AW WA
Standard C214 and as specified in section 12 of this specification.
4. Surface preparation —Bare steel surfaces shall be prepared for coating by
removing all grease and oil or other soluble contaminants with solvent
commercial cleaners (wiping, dipping, or steam) or vapor degreasing. After
degreasing, surfaces shall be cleaned with hand tools to remove all loose scale
rust and other loose detrimental foreign matter.
On previously coated surfaces, all dirt, paper, and other foreign matter and loose
coating shall be removed. Kraft paper, whitewash, or other surface protective
layers shall be removed at least 12 inches on either side of the bare steel to be
coated.
Robert Benson Dam 02615- 3 Steel Pipe
Welds shall be cleaned of all welding slag, splatter, and scale. Sharp edges or
burrs that could puncture or cut the coating shall be removed by grinding or
filing. All welds shall be allowed to cool before applying primer or coatings.
5. Primer application —After surface preparation is complete, primer shall be
thoroughly mixed and applied in strict adherence to manufacturer's instructions.
The primer shall be permitted! to dry to the consistency recommended by the
manufacturer before applying the coating. No foreign matter shall come in
contact with the primed surface before application of the coating. Application of
primer to surfaces shall be limited to that amount of area that can be wrapped
during the same workshift. Primed areas not wrapped during the same workshift
shall be reprimed. Coldweather applications of primer shall be done in
accordance with AWWA Standard C203.
6. Coating application —The specified coating shall be applied in accordance with
the manufacturer's recommendations unless otherwise specified.
After assembly, all pipe joints shall be field wrapped in accordance with AW WA
C209 or AW WA C214, as appropriate. Surface preparation and primer
application to the ends of the pipe to be wrapped shall be as previously described
in this specification. A tape or filler tape shall be cigarette wrapped over the
annular ring of the joint, The pipe coating shall be primed 2 inches back from the
coating cutback and two layers of tape shall be wrapped overlapping 2 inches of
pipe coating on one side of the joint, extending across the joint and overlapping
2 inches of coating on the other side of the joint. Coal tar enamel coating cutback
edges shall be tapered back until 1 inch of coal tar is exposed on the taper before
priming and wrapping. Wraps shall be terminated on the underside of the pipe.
Tape widths shall be 6 inches for pipe greater than 8 inches in diameter and 4
inches for pipe 2 to 8 inches in diameter.
Welded field joints of lined pipe shall be lined in accordance with AW WA
Standard,C203, section 4.3, or as specified in section 12 of this specification.
Repair and patchingfactory coatings —All loose or disbonded material shall be
removed from the area of the "holiday." All points, burrs, or rough edges shall be
smoothed to a feathered edge. The surface shall be cleaned and prepared as
specified for joints, couplings, and fittings. The area to be cleaned and prepared
shall be at least twice.the size of the "holiday." The repair coating shall be
worked onto the surface of the steel to leave no voids or wrinkles on the surface.
Coal tar enamel coatings shall be repaired in accordance with AW WA Standard
C203, section 2.15. Tape coatings shall be repaired in accordance with AW WA
Standard C214, Section 3.4, Coating Repair. The repair shall be made by
wrapping tape around the circumference of the pipe.
All damaged vinyl coat areas shall be cleaned and reooated in accordance with
the manufacturer's recommendation.
D. Joint Design and Fabrication
Robert Benson Dam . 02615- 4 Steel Pipe
Welded joints —Welding and welded joints shall conform to the welding procedure
details and requirements of AW WA Standard C206. Field welding shall be done in such
a way as to avoid burning the protective coating on the pipe except in the immediate
vicinity of the weld.
Where welded field joints are used, they shall be single welded butt joints or lap welded
slip joints, as shown on the drawings. Special closure lap joints shall be used as
described in AW WA Standard C206.
Bell and spigotjoints—The dimensions of bells and spigots shall be in accordance with
the manufacturer's standard design dimensions and tolerances.
The pipe shall be laid with the bell oriented upstream. The spigot end shall be seated in
the bell to a depth as recommended by the manufacturer. The spigot, when seated, shall
compress the gasket radially in its annular recess to provide a positive seal. Joints with
fish -mouthed gaskets will be taken apart and reseated with a new gasket.
Rubber gaskets shall meet the requirements of AW WA Standard C200.
Mechanical couplings —The ends of pipe to be connected with mechanical couplings
shall be machined to allow coupling the pipe sections without damaging or displacing the
gaskets and to ensure uniform end separation of the pipes. Machined ends of the pipe
that receive the coupling sleeves shall be free from dents, gouges, rust, or scale. The pipe
and couplings shall be assembled with continuous rubber ring gaskets conforming to the
dimensions and tolerances recommended by the pipe manufacturer. Coupling followers
shall be drawn up evenly to ensure uniform pressure on the gaskets.
Grooved and shouldered joints shall be furnished and installed in accordance with
AWWA Standard C606.
Flanged joints -All steel ring flanges shall be fabricated in accordance with AW WA
Standard C207. Gaskets shall be either a neoprene cloth insert 1/16 or 1/8 inch thick or
red rubber 1/16 inch thick. The gasket shall be fall face where used between flat face
flange surfaces. All flanged joints shall be made up tightly and shall not leak -
PART 3 EXECUTION
3.01 STEEL PIPE INSTALLATION
A. Handling
Steel pipe and fittings shall be handled at all times by lining with padded cradles
of canvas, leather or other suitable material so as to avoid shock or damage. Pipe
shall be so handled that the coating and lining will not be damaged. If, however,
any part of the coating or lining is damaged, the repair shall be made by the
CONTRACTOR at his expense in a manner satisfactory to the ENGINEER Pipe
handling equipment is to be approved by the ENGINEER. The use of bare -metal
cables, chains, or hooks, etc. will not be permitted.
Robert Benson Dam 02615- 5 Steel Pipe
Special Notice
Contractors 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.
Stockpiled steel pipe shall be supported on wood blocks and/or sandbags placed
under the uncoated ends of the pipe. Bags shall be of sufficient size to prevent
contact of the pipe coating with the ground or any obstruction. Rolling the pipe on
coated surface will not be permitted. Adequate strutthig shall be provided if
necessary to prevent damage to pipe lining and coating.
B. Subgrade
No blocking of pipe will be permitted. Before the pipe is laid, the Subgrade shall
be prepared by backfilling with clean uniformly graded sand so as to provide a
uniform and continuous bearing and support for the pipe at every point between
bell holes, except that it will be permissible to disturb or otherwise damage the
subgrade surface over a maximum length of 18-inches near the middle of each
length of pipe by the withdrawal of pipe slings or other lifting tackle.
C. Cutting and Fitting
The CONTRACTOR shall make all pipe cuts required to conform to location, line
and grade. All cuts on steel pipe shall be made by the use of pipe cutters or pipe
saws. All cuts shall be straight and true.
3.04 PIPE INSTALLATION - GENERAL
A. Underground Interference
A reasonable attempt has been made to locate and identify the underground
interferences to be encountered. However, it shall be the responsibility of the
CONTRACTOR to verify the locations shown on the Drawings. It shall also be
the responsibility of the CONTRACTOR to locate any interference not shown on
the Drawings. The CONTRACTOR shall exercise care when working in order to
protect all underground interference and shall be fully responsible for any and all
damage caused by his operations.
B. Pipe Alignment and Grade
In laying pipe, maximum tolerance is permitted to set line within +/-0.3 foot and
grade within +/-0.1 foot. Fittings, valves and hydrants shall be installed at the
specified locations and elevations, unless written permission to deviate is obtained
from the ENGINEER.
When laying pipe in curves, the intent is to lay to the alignment. The pipe shall be
kept in alignment by deflecting joints, using short lengths or bends.
Any changes in alignment and grade must be authorized by the ENGINEER and
shall be accomplished by the installation of additional fittings, or "breaking" of
joints.
C. Deviation from Alignment and Grade Occasioned by Other Structures
Robert Benson Dam 02615- 6 Steel Pipe
Whenever obstructions, not shown on the Drawings, interfere to such an extent
that an alteration in the Drawings is required, the ENGINEER shall have the
authority to determine the best method of correction. He may change the
Drawings and order a deviation from line and grade, or he may instruct the
OWNER to arrange with the CONTRACTOR to arrange with the owners of the
structure for its removal, relocation or reconstruction, as best fits the economic and
field conditions.
D. Temporary Bulkhead
Whenever the pipe is left unattended, temporary plugs shall be installed at all
openings. Temporary plugs shall be watertight and of such design as to prevent
children, animals, or debris from entering the pipe. If water accumulates in the
trench, the plugs shall remain in place until the trench is dry.
E. 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
Robert Benson Dam 02615- 7 Steel Pipe
PAGE INTENTIONALLY LEFT BLANK
Robert Benson Dam 02615- 8 Steel Pipe
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
providing samples of all specified materials. The CONTRACTOR shall submit
certified laboratory test certificates for all items required in this section.
PART 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 requirements for
the Los Angeles wear test shall not apply to Class 1, 2 and 3. Aggregates for
bases shall meet the grading requirements as called out in the Drawings. The
liquid limit shall be as shown in the table and the plasticity index shall be <_ 6.
Robert Benson 02710-1 Aggregate Base Course
2.02
B. Gradations:
Sieve
—Designation
Percentage by Weight Passing Square Mesh Sieves
LL < 35
LL < 30
Class 1
Class 2
Class 3
Class 4
Class 5
Class 6
Class 7
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 - 90
--
100
To. 4
30- 65
--
—
30 - 50
30 - 70
30 - 65
--
No. 8
—
---
--
—
--
25 - 55
20 - 85
No.200
3-15
3-15
20
max.
3-12
3-15
3-12
5-15
Note: Class 3 materials shall consist of bank or pit run material.
EQUIPMENT
A. General: Equipment shall be capable of legally performing the work as
described in this Specification. Equipment that is inadequate to obtain the
results specified shall be replaced or supplemented as required to meet the
requirements 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
combination of both types, and shall be of sufficient capacity to meet the
compaction requirements herein.
PART 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.
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
Robert Benson 02710-2 Aggregate Base Course
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 compacted
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
subgrade 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 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). Deviations 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
construction.
The foundation shall be prepared and constructed such that it will have a
uniform density 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 '/z 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 unsuitable materials
and backfrll 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.
Robert Benson 02710-3 Aggregate Base Course
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 foundation where the existing condition would cause rapid dissipation of
moisture from the base course material and binder or preclude its proper
compaction. Dry foundations shall have water applied and reworked and
compacted as necessary.
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
desirable 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
previously 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 minimisegregation 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
materials 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
attain the required density, it shall be uniformly moistened to the degree
necessary during compaction operations for proper compaction.
Robert Benson 02710-4 Aggregate Base Course
B. Compaction of each layer shall continue until the required density of Section
3.01 is reached_ The surface of each layer shall be maintained during
compaction operations in such a manner that a uniform texture is produced and
aggregates firmly keyed.
All areas where proper compaction is not obtainable due to segregation of
materials, 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
aggregate 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
roadbed 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
traveling 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
elevation 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
determined by ENGIN=.
Materials shall not be deposited on the pavement or surfacing during placing
unless specifically permitted by the ENGINEER.
Robert Benson 02710-5 Aggregate Base Course
The base course material as placed shall be spread and compacted to the required
density in layers not exceeding six inches in compacted thickness. Any material
inadvertently placed on the pavement shall be broomed from the pavement. The
result shall not effect a change in the gradation of the shoulder material.
END OF SECTION
Robert Benson O2710-6
Aggregate Base Course
SECTION 02770
SIDEWALK, CURB AND GUTTER, WALKS, TRAILS, DRIVEWAYS AND
NBSCELLANEOUS CONCRETE
PART1 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 02320 — Trench Excavation and Backfdl
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
The CONTRACTOR shall submit batch tickets for each load of concrete. Tickets shall
show weight of all materials and additives used in each batch.
PART2 PRODUCTS
2.01 MATERIALS
A. Concrete shall conform to the following requirements:
28-Day Field Compressive Strength 3500 psi
CemerrvFly Ash 600 lbs./cu. yd.
Max. Water/Cement Ratio 0.53
Air Content % Range 5-8
Maximum Slump 4"
Fine Aggregate (max. % of total Aggregate) 50%
This material shall consist of a mixture of coarse and fine .aggregates, Portland
cement. water and other. materials or admixtures as required. The type of cement
shall be Type I, Ti, or I/II unless sulfate conditions dictate otherwise. If sulfate
conditions exist, Type V cement shall be used.
RobertBenson 02770-1 Miscellaneous Concrete
DIVISION 1 - GENERAL REQUIREMENTS
SECTION 01010 SUMMARY OF WORK
SECTION 01140 CONTRACTOR'S USE OF PREMISES
SECTION 01145
SPECIAL PROJECT PROCEDURES
SECTION 01180
UTILITY SOURCES
SECTION 01270
MEASUREMENT AND PAYMENT
SECTION 01310
PROJECT MEETINGS
SECTION 01320
CONSTRUCTION SCHEDULES
SECTION 01330 SUBMITTALS
SECTION 01425
STANDARD REFERENCES
SECTION 01450
MATERIALS TESTING
SECTION 01555
TRAFFIC REGULATION
SECTION 01635
SUBSTITUTIONS AND PRODUCT
OPTIONS
SECTION 01650
MATERIAL DELIVERY, STORAGE,
AND HANDLING
SECTION 01710
SITE CONDITIONS
SECTION 01715
TREE, LANDSCAPE, VEGETATION,
AND WETLAND PROTECTION
SECTION 01720 FIELD ENGINEERING AND SURVEYING
SECTION 01745 ENVIRONMENTAL CONTROLS
SECTION 01780 CONTRACT CLOSEOUT
Robert Benson
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
% Passing or
Test Procedure
Test Requirement
1 inch
100
'/4Inch
90-100
'/s Inch
20-55
No. 4
0-10
No. 8
0-5
Wear
45, Max.
Clay Lumps, Friable Particles, %
2.0, Max.
Coal & Lignites, %
0.5 Max.
Sodium Sulfate Soundness %
12, Max.
FINE AGGREGATES FOR PORTLAND CEMENT CONCRETE
Sieve Size or Percent Passing or
Test Procedure Test Requirement
% Inch
100
No. 4
95 -100
No. 16
45-80
No. 50
10 - 30
No. 100
2 - 10
No. 200
3, Max.
Friable Particles, %
1.0, Max.
Coal & Lignite, %
1.0 Max.
Deleterious Material (AASHTO T 112)%
3, Max.
Sand Equivalent (AASHTO T 176)%
80, Min.
Fineness Modules
2.50 - 3.50
Sodium Sulfate Soundness, %
20.0, Max.
Coarse Aggregate for Concrete:
Coarse aggregates shall conform to the requirements of AASHTO M 80, except that
the percentage of wear shall not exceed 45 when tested in accordance with
AASHTO T96. Coarse aggregate shall conform to the goading in above table.
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
Robert Benson 02770-2 Miscellaneous Concrete
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 230 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 F. 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,
allcali, sugar, vegetable, or other substance injurious to the finished
product. Water will be tested in accordance with, and shall meet the
suggested requirements of AASHTO T 26. Water known to be of potable
quality may be used without test. Where the source of water is relatively
shallow, the intake shall be so enclosed as to exclude silt, mud, grass, or
other foreign materials.
F. Concrete Curing Materials and Admixtures
1. Curing Materials: Curing Materials shall conform to the following
requirements as specified:
Burlap Cloth made from Jute or Kenaf. AASHTO M 182
Liquid Membrane -Forming Compounds Curing Concrete: ASTM C309
Type H, Class B.
Sheet Materials for Curing Concrete: AASHTO M 171
Straw shall not be used for curing unless approved by the ENGINEER
2. Air -Entraining Admixture: Air -entraining admixtures shall conform to the
requirements of AASHTO M 154. Admixtures which have been frozen
willbe rejected. No chloride containing additives shall be pemritted.
Robert Benson 02770-3 Miscellaneous Concrete
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 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 frock 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/extmsion 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 from and back
of all curb and gutter, sidewalks and crosspans.
The forms shall be of metal or other suitable material that is straight and free from
warp, having sufficient strength to resist the pressure of the concrete without
displacement and sufficient tightness to prevent the leakage of mortar. Flexible or
Robert Benson 02770-4 Miscellaneous Concrete
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.
i - 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:
1. Concrete Sills.
a. Transverse weakened -plane contraction joints shall be constructed at
right angles to the curb line at intervals not exceeding ten feet (10')
for curb and gutter or five feet (5') for sidewalk. Joint depth shall
average at least one-fourth of the cross-section of the concrete.
b. Contraction joints may be sawed, hand -formed, or made by one
eighth -inch (1/8'� thick division plates in the formwork. 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
one eighth -inch (1/8'� 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.
Robert Benson 02770-5 Miscellaneous Concrete
B. Expansion Joints: Expansion joints shall be constructed at right angles to the curb
line or as shown on the Drawings 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 famished in a single one half -inch (1/2') 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 pemut 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 filter 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 ten feet (10').
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°F, shall be suitably protected to keep the concrete from
freezing until it is at least ten (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 seven (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 crying material. Membrane curing shall not be permitted in. frost -affected
areas when the concrete will be exposed to deicing chemicals within thirty (30) days
after completion of the curing period.
3.09 BACKFILLING
Robert Benson 02770-6 Miscellaneous Concrete
A. The spaces in front and back of curbs and along sidewalks, trails and walks 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 one forth -inch (1/4'� at any
point.
B. Mixed concrete shall be not less than 50T, nor more than 80OF at the time of
placing it in forms unless otherwise directed.
C. If air temperature is 350F or less at the time of placing, the ENGINEER will require
water and/or aggregate heated to not less than 70°F, or more than 150T.
D. Finished joints shall not deviate more than one forth -inch (1/4') in the horizontal
alignment from a straight line.
E. Any localized humps and or depressions greater than one forth -inch (1/4'� will
require removal and replacement of the work in question.
F. No ponding of water greater than three eighth inch (3/8'� 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 one half -inch (+1/2'% measured
vertically from the top of curb to the gutter invert.
H. Cross slopes
1. Areas along roadways.
a. Pedestrian sidewalks shall have a minimum of 2.0% and a maximum
of 2.5% slope toward the roadway.
b. Trails, walks and driveways shall have a minimum of 2.0% and a
maximum of 2.5% slope toward Sheldon Lake; unless shown
otherwise on the Drawings.
Contraction and construction j oints
1. Areas along roadways and in ponds.
a. Joints shall be placed at the standard spacing often feet (10') in curb,
gutter, sidewalks, crosspans, trickle channel, etc. A minimum
spacing of five feet (5') will be allowed for repairs.
J. Heave or settlement of sidewalk, relative to separate curb pour, greater than'/z-inch
shall be cause for corrective action.
K At the time of final acceptance inspection, the repair of all cracks will be completed.
Robert Benson 02770-7 Miscellaneous Concrete
3.11
A.
Cracks that are less than one forth -inch (1/4") 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'/, -inch
to 1-inch deep by one forth -inch (1/4") 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 "l" 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.
QUALITY CONTROL
Concrete testing and testing laboratory services required shall conform to the following
unless otherwise determined by the ENGINEER.
Section Tyne of Test
GRADATION
MOISTURE
CONTENT
(FINE AGGREGATE)
MOISTURE
CONTENT
(COARSE
AGGREGATE)
Project Acceptance
Fr uencv
Sidewalks: 1/1000 sq yds
or fraction thereof for
each size aggregate of
concrete placed
Curbin 1/2000 lineal feet or
fraction thereof for each
size aggregate of concrete
placed
1 per day and as often
as needed for quality
control
Procedures
Test Project
Sampling Testing
CP 30
CP 30
1 per day min. where CP 30
moisture content is greater
than +0.5% from SSD condition
SLUMP The slump, air content and
unit weight tests shall be
carried out'on the first
truck of concrete for the
daily placement and there-
after in conformance with
T 141
CP 31
CP 60
CP 60
T 119
Robert Benson 02770-8 Miscellaneous Concrete
3.12
the following table:
AIR CONTENT 1 set of tests for every T 141 T 152
1000 sy or fraction thereof T 199
of concrete placed
YIELD AND 1 test (min) for every T 141 T 121
CEMENT day of concrete placement
COMPRESSIVE Sidewalks: 1 set (4) of T 141 T 22
cylinders per 1000 square yards T 23
or fraction thereof of
concrete placed per day
Curbing: 1 set (4) of
cylinders per 2000 lineal
feet or fraction thereof
of concrete placed per day
Point of Acceptance: Gradation - Stockpile, belt, or bin
Air Content - Mixer Discharge
NOTE: Where "sidewalks"are referred to in this paragraph, "sidewalks" is synonymous with
"walks" "trails„ "driveways" and `�aths"
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.
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
RobertBenson 02770-9 Miscellaneous Concrete
PAGE INTENTIONALLY LEFT BLANK
Robert Benson 02770-10 Miscellaneous Concrete
SECTION 02900
LANDSCAPE PLANTING
PART1 GENERAL
1.01 SECTION INCLUDES
Furnish all labor, materials, supplies, equipment, tools and transportation, and perform all
operations in connection with and reasonably incidental to complete installation of the planting
and guarantee as shown on the drawings and as specified herein. The work shall include, but not
be limited to the following:
A. Procurement of all applicable licenses, permits, and fees
B. Ascertainment of utility locations prior to construction.
C. Site inspection.
D. Building of fences
E. Planting of trees, shrubs, and turf, and seeding native areas.
F. Soil Preparation and Fine Grading.
G. Staking and guying of trees.
H. Mulching of all trees.
I. Cleanup, inspection, and approval.
J. Guarantee of all plantings.
K. All work of every description mentioned in the Drawings and Specifications and/or
Addenda thereto.
1.02 SUBMITTALS
A. Direct submittals to the ENGINEER and receive approval in writing before work
commences.
Samples: As noted.
1.03 ADDITIONAL WORK
A. Additional work shall be paid for at contract unit prices. If unit prices are not
available, the work shall be paid for on a time and material basis or for an agreed to
lump sum amount.
Robert Benson Dam 02900-1 Landscape Planting
SECTION 01010
SUMMARY OF WORK
PART1 GENERAL
1.01 SECTION INCLUDES
Furnish all labor and install all materials for the rehabilitation of the Robert Benson Dam,
including but not limited to the following items:
The project includes the rehabilitation of the existing Robert Benson dam; including
stripping and rebuilding the existing dam embankment, the construction of a new principal
outlet pipe, a new irrigation intake pipe, new riprap slope protection, and the construction of
a new emergency spillway.
1.02 WORK SEQUENCE
A. The Work Sequence is to be submitted as part of the construction schedule required
in Section 01320. Construction of the project shall begin within seven (7) calendar
days of the date of Notice to Proceed.
The date of beginning and the time for completion of the work are essential
conditions of the Contract Documents and the work embraced shall be commenced
on a date specified in the Notice to Proceed.
The Contractor will proceed with the work at such rate of progress to ensure full
completion within the contract time. It is expressly understood and agreed, by and
between the Contractor and the Owner that the contract time for the completion of
the work described herein is a reasonable time, taking into consideration the climatic
and other factors prevailing in the locality of the work.
Every effort shall be made by the Contractor to complete the project within the
"Contract Time" shown in the proposal. The "Contract Time" anticipates "Normal"
weather and climate conditions in and around the vicinity of the Project site during
the times of year that the construction will be carried out. Extensions of time based
upon weather conditions shall be granted only if the Contractor demonstrates clearly
that such conditions were "unusually severe," would not have been reasonably
anticipated, and that such conditions adversely affected the Contractor's work and
thus required additional time to complete the work.
The following specifies the procedure for the determination of time extensions for
unusually severe weather. The listing below defines the anticipated number of
calendar days lost to adverse weather for each month and is based upon National
Oceanic and Atmospheric Administration (NOAA) or similar data for the geographic
location of the project.
Monthly Anticipated Calendar Days Lost to Adverse Weather Conditions
JAN FEB MAR
APR
MAY
JUN
JUL
AUG
SEP
OCT
NOV DEC
(7) (4) (4)
(4)
(6)
(3)
(4)
(2)
(3)
(3)
(2) (5)
Robert Benson Dam
01010-1
Summary of Work
1.04 SUBSTITUTIONS
A. No substitutions for specified materials will be accepted in the base bid. Alternative
bid proposals, which propose material substitutions, may be submitted for
consideration by the ENGINEER. Alternative proposals must be fully supported by
necessary documentation showing compatibility/oomparability with specified
materials.
1.05 PROTECTION OF EXISTING FEATURES
A. Protect all existing site development including, but not limited to, existing buildings,
equipment, underground utilities, walls, materials, trees, etc. Any existing site
development damaged by willful or negligent acts of the CONTRACTOR or any of
his employees shall be replaced or repaired at no expense to the OWNER and in a
manner satisfactory to the ENGINEER before project acceptance is given.
B. The above provision applies to on -site damage as well as to that which may occur to
adjacent properties.
C. Until the project has been accepted, erect and maintain shoring, barricades, guards,
warning signs, and lights as necessary or required for the protection of the public, the
work, and the workers. To the same ends, provide traffic control and institute side
security measures, as needed.
D. Precautions have been taken to assure accuracy and conformance of the construction
documents with the design concept of the project. Nevertheless, the
CONTRACTOR shall be responsible for confirming and correlating actual job site
dimensions, for acquiring information that pertains solely to the fabrication process
or to techniques of construction, and for coordinating the work with all other trades.
E. Protection Standards During Construction:
Accidental Poisoning: During the construction stage, the CONTRACTOR
shall not cause, or permit the cleaning of equipment or material, or the
storage or disposal or waste material including, but not limited to, paints,
solvents, asphalt, concrete, mortar, or any other material harmful to the life
of a tree, within the root zone of each tree, or group of trees.
2. Root Pruning Specifications: When the cutting of tree roots is necessary,
each final cut must be made as cleanly as possible for all roots over three (3)
inches in diameter using the following method:
a) The line of excavation will be drawn out and appropriate excavation
equipment used to clear the area at least six inches in front of the
actual finished excavation line. Roots can then be cut using tools
such as axes, stump grinders or trenchers.
Robert Benson Dam 02900-2 Landscape Planting
b) Each root over three (3) inches in diameter will then be cut cleanly
back to the final excavation line using a stump grinder operated by
an experienced, licensed arborist. A sharp hand or bow saw is
acceptable for roots under three (3) inches in diameter. Axes and
trenchers do not cut roots cleanly and will not be used for final root
cuts!
3. No damaging attachments, wires, signs, permits or other objects may be
fastened by any means to any tree preserved on this project.
1.06 SUPERVISION AND WORKMANSHIP
A. The CONTRACTOR shall appoint a competent resident superintendent. The
superintendent will be on site whenever the work is in progress. The superintendent
shall not be replaced without notice to the ENGINEER. Workers shall be competent
in performance of work they are assigned.
1.07 INSPECTIONS AND OBSERVATIONS
A. Site Inspection:
General CONTRACTOR, Landscape CONTRACTOR & ENGINEER shall
inspect site prior to being accepted by ENGINEER as complete and
acceptable for the Landscape CONTRACTOR to proceed.
2. Beginning work of this section implies acceptance of existing conditions.
B. Pre -Planting Observation of Materials:
ENGINEER will observe and approve plant material before planting. This
observation may be either at the site, nursery or holding area, at the option of
the ENGINEER. Materials planted prior to approval are subject to rejection.
Observation of materials may be sequenced by major planting areas to
accommodate efficient planting operations. Acceptance of plant material at
the nursery or holding area does not preclude rejection at the site. All re-
jected materials must be removed from the site, replaced and reinspected
before planting.
2. All fertilizers, backfill, seed, mulches, and soil amendments will be reviewed
at the site by the ENGINEER before they are used in planting operations.
ENGINEER will check invoices to verify specified quantities have been
delivered.
C. Planting Observation:
The ENGINEER will approve the location of all trees/shrubs before digging
for those plants occurs.
Robert Benson Dam 02900-3 Landscape Planting
2. Inspection of turf/turf bed and grading shall occur before sodding and/or
seeding.
3. The ENGINEER will check mulch, tree staking and tree wrapping where
appropriate.
D. Final Walk -Through:
1. The final walk-through will be performed at the completion of all planting
operations under this contract.
2. At the time of the final walk-through, the Landscape CONTRACTOR shall
have planting areas free of debris. Plant basins shall be in good repair.
Debris and litter shall be cleaned up, and walkways, curbs, and roads shall
be cleared of soil and debris. The inspection shall not occur until these
conditions are met.
3. The ENGINEER will identify any deficiencies in the form of a punch list.
4. The ENGINEER will give written notice of final acceptance when work has
been performed in compliance with the contract documents.
5. Correct deficiencies within the first ten days of the final walk-through.
Correct work in accordance with the contract documents at no cost to the
OWNER.
6. Final acceptance will not be given until all deficiencies are corrected. The
Landscape CONTRACTOR shall maintain site until final acceptance.
1.08 GUARANTEE AND REPLACEMENT
A. Guarantee trees, shrubs, ground covers and other plant materials to root and thrive
free from defects from any cause for two (2) years from date of final acceptance.
B. The CONTRACTOR is not responsible for damage or death to plants from
vandalism, fire, or hail, neglect by homeowner, or other similar circumstances
beyond his control.
C. Replace ,plants when they are no longer in a satisfactory condition as determined by
the ENGINEER for the duration of the Guarantee Period. This includes plants that
die back and loose the fort and size originally specified, even though they have
taken root and are growing after the die -back.
Make replacements within seven days of notification from ENGINEER.
2. Replace trees in the spring planting season only, unless approved otherwise.
Remove dead plants within two days of notification.
Robert Benson Dam 02900-4 Landscape Planting
D. All replacements shall be of the same land and size as originally specified and shall
be installed as described in the contract documents. Repairs and replacements shall
be trade at no expense to the OWNER.
E. Guarantee shall apply to originally specified and installed plants and other landscape
materials, and any replacements made during the guarantee period.
1.09 PLANTING TIME AND COMPLETION
A. Plants shall be planted only when weather and soil conditions permit and in
accordance with locally accepted practices, and as approved by the ENGINEER.
B. Trees shall be planted in same growing season in which they were dug.
PART PRODUCTS
2.01 QUALITY
A. All materials used for construction shall be new and without flaws or defects of any
type, and shall be the best of their class and land.
2.02 HANDLING AND STORAGE
A. Protect all materials used for construction from damage, deterioration, or loss of any
kind while in storage and construction.
2.03 SOIL AMENDMENTS/FERTIL=RS/MULCHES/EDGING
A. Topsoil:
1. Imported -- For new topsoil required to make grade or for use in planting
operations, use friable natural sandy loam similar to topsoil existing on the
site. (Submit sample for approval).
2. In -Situ — Soil in -place on the site, such as tree pit excavation, may be used
provided it is free from roots, limbs, rocks, construction debris and other
foreign material. .
B. Improved Planting Mix (Prepare Soil):
Backfill planting pits and planters using an improved soil nix consisting of
85% on -site or imported topsoil; and,
2. 15% composted manure
C. Fertilizer.
Trees & Shrubs — Osmocote Sierrablen, 9 month slow -release
Robert Benson Dam 02900-5 Landscape Planting
2. Turf Grasses -- 18-46-0 at 5 pounds per 1000 SF.
D. Herbicide:
Coordinate type of herbicide with ENGINEER.
E. Mulch:
Wood Mulch - 3-incb depth shredded cedar mulch or equal cedar mulch.
Free from noxious weed seed and all foreign material harmful to plant life.
Chips or other angular bark chips are not acceptable. (Submit sample for
approval).
R Steel Edging Inter -locking 14 gauge by 4 inch painted steel.
G. Composted Manure:
Use cow, sheep or a combination of cow and sheep manure which has been
thoroughly composted, i.e., in a generally decomposed condition and not
containing excessive heat, with no foreign material and screened or ground
to eliminate clumps larger than 1-inch in diameter.
2. Compost shall have the following characteristics;
Percent moisture .....................less than 20%
Percent organic matter............ minimum of 20%
C/N ratio.................................10/1 or less
(Submit sample for approval).
2.04 WATER
A. The CONTRACTOR shall provide water for planting during the construction period.
2.05 PLANT MATERIALS LIST
A. A complete list of plantings and necessary landscape material is provided at the end
of this section. Where there are discrepancies between the drawings and the plant
list, the drawings shall govern.
2.06 TREES, SHRUBS & GROUND COVERS
A. Quantities -- Furnish plants in quantities required to complete the work as indicated
on the Drawings.
B. Quality -- Use plants which are symmetrical and typical of its species; healthy,
well -branched, and well-proportioned in respect to height and width; free from dis-
ease, injury, insects, and weak roots; and, conforming to the requirements of the
American Standard for Nursery Stock, ANSI 260.1-1990. All plants are subject to
inspection.
Robert Benson Dam 02900-6 Landscape Planting
C. Botanic and Common Names — Nomenclature is in conformance with standard
horticultural practice in the area. Plants are to be delivered to the site with tags
bearing the botanic name as indicated by the plant list.
D. Digging, Wrapping, and Handling
Plants shall be dug and prepared for shipment in a manner that will not cause
damage to branches, shape, and future development after planting.
2. Balled and burlapped plants shall be nursery grown stock adequately balled
with firm, natural balls of soil in sizes and ratios conforming to the
American Standard for Nursery Stock as cited above. Balls shall be firmly
wrapped with non -treated burlap, secured with wire or jute. Broken balls
will not be accepted.
E. Plant Protection: Plants shall be handled so that roots are adequately protected at all
times from drying out and from other injury. Protect balls of balled plants which
cannot be planted within twelve hours of delivery with soil or other suitable
materials. Where possible, store plants in the shade. Keep all plant roots moist
before, during, and after planting.
2.07 MATERIALS FOR STAKING, GUYING, AND WRAPPING TREES
A. Tree Stakes: 6-foot long metal T-Posts.
B. Guying and Staking Wire: Galvanized steel 12-gauge wire.
C. Webbing: 2-inch nylon webbing or rubberized cloth.
2.8 GRASS SEED
A. Turf sod:
Matching existing.
B. Native seed:
Refer to Section 02920.
PART EXECUTION
3.01 GENERAL
A. Inspection: Examine the substrate in which the work is to be performed. Do not
proceed until unsatisfactory conditions have been corrected.
B. Dimensions: All scaled dimensions are approximate. Before proceeding with any
work, carefully check and verify all dimensions and quantities and immediately
Robert Benson Dam 02900-7 Landscape Planting
3.02
3.03
inform the ENGINEER of any discrepancy between the drawings and/or
specifications and actual conditions.
C. Coordination: Coordinate work with other trades to insure proper sequencing of
construction.
GENERAL SOIL PREPARATION
A. Grades have been established under work of another Section to within I 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.
B. Weed and Debris Removal: All ground areas to be planted shall be cleaned of all
weeds and debris prior to any soil preparation or grading work. Weeds and debris
shall be disposed of off the site.
C. Contaminated Soil: Do not perform any soil preparation work in areas where soil is
contaminated with cement, plaster, paint or other construction debris. Bring such
areas to the attention of the ENGINEER and do not proceed until the contaminated
soil is removed and replaced.
D. Moisture Content: Soil shall not be worked when moisture content is so great that
excessive compaction will occur, nor when it is so dry that dust will form in the air
or that clods will not break readily. Water shall be applied, if necessary, to bring soil
to an optimum moisture content for tilling and planting.
E. Ripping & Scarification: Rip, scarify, or otherwise loosen all areas to a depth of 6
inches, removing all obstructions encountered in excavating, such as loose rock, con-
struction debris, etc.
F. 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.
1. All Sod/Seed Areas: Rototill the following into the top 6 inches of soil at
the specified rates per 1,000 square feet of area:
Composted manure
3 cubic yards
2. Ground Cover Areas: Rototill the following into the top 6 inches of soil at
the specified rate per 1,000 square feet of area:
Composted manure
FINE GRADING
3 cubic yards
Robert Benson Dam 02900-8 . Landscape Planting
When weeding, soil preparation, and soil conditioning have been completed and soil has
been thoroughly water settled, all planting areas shall be smooth -graded, ready for placement
of plant materials and for sodding/seeding.
A. Grades: Finish grades shall conform to site grading plans and produce a smooth
even surface without abrupt changes, including the interface with the adjacent
undisturbed landscape. Minor adjustments of finish grades shall be made at the
direction of the ENGINEER, if required.
B. Drainage: All grades shall provide for natural runoff of water without low spots or
pockets. Flow -line grades shall be accurately set and shall be not less than 2%
gradient wherever possible.
C. Shrub Areas: Finished grades shall be 1-1/2 inches below top of adjacent pavement,
headers, curbs, or wall, unless otherwise indicated on the Drawings.
D. Lawn Areas: Finished grade shall be 3/4-inch below top of adjacent pavement,
curbs, or headers.
E. Slopes: Tops and toes of all slopes shall be rounded to produce a gradual and
natural -appearing transition between relatively level areas and slopes.
i .r r. _ r::f7jitn ime,,
A. Established Location: ENGINEER to approve location of trees and shrubs before
any planting occurs.
B. Planting Pits:
Dig planting pits 2 times the size of the soil ball and the depth of the soil
ball.
2. Roughen sides of the pit to remove any compacting or glazing.
C. Backfill Material: Tree and shrub planting pits shall be backfilled with the specified
improved planting mix.(refer to Sec. 2.03 B.)
D. Planting:
Excavate planting pit to depth such that the plant, when planted, will be at
finish Bade.
2. For B&B material, untie and remove burlap from top third of root ball on
balled and burlapped material. Remove wire baskets from top and sides of
root ball. Remove twine from around tree trunks.
3. Backfill one-half of pit with backfill mixture and water in thoroughly before
placing any more backfill. Do not work wet soil.
Robert Benson Dam 02900-9 Landscape Planting
4. Fertilize trees and shrubs with specified fertilizer at the rate recommended
by the manufacturer.
5. Backfill the rest of the planting pit with backfill mixture. Water thoroughly
on day of planting. Do not work wet soil.
6. Stake or guy all trees.
7. Remove from the site excess soil resulting from tree planting and mulching
operations.
3.05 MULCHING AND PRE -EMERGENT HERBICIDE APPLICATION
A. Mulch all tree plantings four inches deep with recycled cedar mulch, unless
otherwise indicated on the Drawings.
END OF SECTION
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 02900-10 Landscape Planting
SECTION 02920
GRASSES
PART1 GENERAL
1.01 SECTION INCLUDES
A. This section covers soil preparation, fertilizing, mulching, installation of erosion
control fabrics, watering and initial care, final inspection and approval, and the
guarantee period for permanently revegetated areas.
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 SUBMITTALS
A. Submit the seed vendor's guaranteed statements of composition of mixtures, and
percentage of purity, germination and minimum weed content of each species used in
mixtures.
B. Submit the following manufacturer's certifications to verify that materials meet
specification requirements.
1. Fertilizer analysis
2. Organic mulch tackifier/binder
3. Erosion control and revegetation material
4. Herbicide
1.03 MA rENANCE AND ACCEPTANCE
A. Initial Inspection:
1. Revegetation: 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 disturbed 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.
Robert Benson Dam 02920-1 Grasses
The above schedule of anticipated adverse weather will constitute the base line for
monthly (or portion thereof) weather time evaluations. Upon acknowledgment of the
Notice to Proceed and continuing throughout the contract on a monthly basis, actual
adverse weather days and the impact of adverse weather days that delay the work
will be recorded on a day -today basis. It is assumed that the work will be carried
out Mondays through Fridays (holidays excepted) unless an approved construction
schedule or written authorization from the Owner indicates otherwise. The number
of days of delayed work due to adverse weather or the impact thereof will then be
compared to the monthly adverse weather schedule above.
An actual adverse weather day must prevent work for 50 percent or more of the
Contractor's workday, delay work critical to the timely completion of the project,
and be documented by the Contractor. The. City Representative observing the
construction shall determine on a daily basis whether or not work can proceed or if
work is delayed due to adverse weather or the effects thereof. The Contractor shall
notify the Engineer in writing of any disagreement as to whether or not work can
proceed on a given date, within 2 calendar days of that date. The Owner will use the
above written notification in determining the number of working days for which
work was delayed during each month.
At the end of each month, if the number of working days for which work was
delayed due to adverse weather exceeds that shown in the above schedule, a Change
Order will be executed which increases the Contract Time. The number of work
days delayed due to adverse weather or the impact thereof will then be converted to
Calendar Days based on the contract completion day and date. This conversion
assumes a 5-day workweek, Mondays through Fridays, holidays excepted; should
the Contractor have authorization to work weekends and/or holidays, then the
method of conversion of workdays to calendar days would take this into
consideration. The contract time period will then be increased by the number of
calendar days calculated above and a new contract completion day and date will be
set.
The Contractor's schedule must reflect the above -anticipated adverse weather delays
on all weather -dependent activities.
While extensions of time shall be granted for "unusually severe" weather or climate
conditions, the Owner shall make no monetary compensation for any costs to the
Contractor arising out of such delays. The Contractor shall comply with the portions
of the Contract Documents relating to his .project schedule and amendments thereto
which result from the "unusually severe" weather condition.
Breakdowns in equipment or lack of performance by the Contractor will not be
considered justification for an extension of time. Liquidated damages will be
assessed as delineated elsewhere.
The Contractor shall not be charged with liquidated damages or any excess cost
when the delay in completion of the work is due to the following, and the Contractor
has promptly given written notice of such delay to the Owner or Engineer.
1. To any preference, priority, or allocation order duly issued by the Owner.
Robert Benson Dam 01010-2 Summary of Work
B. Condition Acceptance:
1. Upon completion of the seeding operations, the CONTRACTOR shall notify
the ENGINEER to review the work. If all work is acceptable, the
ENGINEER shall record that date and issue a "Conditional Acceptance"
certificate.
2. Seeded areas shall receive "Final Acceptance" provided all requirements,
including two (2) years maintenance have been complied with and a healthy,
even colored, viable turf is established, free of weeds and undesirable grass
species, disease and insects. Seeded areas shall meet the required coverage
for seed establishment.
C. Seed Establishment Period:
1. Seed establishment period shall begin upon notice of "Conditional
Acceptance" given by the ENGINEER in writing.
2. Areas seeded in the Spring shall be inspected for required coverage the
following Fall not later than October 1 st. Required coverage for grass seed
areas shall be ten (10) viable live seedlings of the species specified per
square foot, or 50% foliage cover as measured from 5' directly over head,
with no bare spots larger than one square foot. Determination of required
coverage will be based on a random sampling of the entire project area, and
shall consist of a minimum of five samples, each two square feet in area.
Bare spots are defined as those areas larger than one square foot which do
not meet the required coverage. The following Spring prior to May 15th the
seeded areas shall be reinspected for the required coverage. At this time
75% foliage cover, or fifteen (15) ,viable live seedlings of the species
specified per square foot, as measured from 5' directly overhead shall be
required. The same random sampling method will be used to determine
coverage.
3. Once the maintenance periods are completed and seed establishment is
accepted, the ENGINEER shall issue a "Final Acceptance of Seeding Work".
D. Maintenance Period:
Maintain all seeded areas for two growing seasons from the date of
"Conditional Acceptance". CONTRACTOR shall perform necessary
maintenance to ensure establishment per Section 1.03 C.
E. Maintenance (CONTRACTOR May Choose to Perform the Following):
Mowing and Weed Control:
a) Mow seeded areas leaving a five to six inch stubble, three times per
Robert Benson Dam 02920-2 Grasses
1.04
1.05
growing season during the maintenance period.
b) Apply appropriate herbicide(s) in accordance with manufacturers
suggested rate(s) to control weeds. Herbicide application must
comply with all requirements of herbicide/pesticide applicators
license, including suitable warning/signing following application.
2. Disease and Insect Control: Apply fungicides and insecticides as required to
control diseases and insects by a licensed applicator in accordance with state
law requirements.
3. Watering: The CONTRACTOR shall be responsible for watering of seeded
areas if he deems it necessary to insure performance under this Section.
Apply only the amount of water necessary to maintain seeded areas in a
healthy condition until the end of the warranty period. Reduce amount of
water after seed is established. Avoid standing water, surface wash, or
erosion from over -watering.
4. Protection:
a) Provide sufficient barriers and signage notifying the public to keep
off newly seeded areas.
b) Repair: Re -seed areas that have washed out or are eroded.
5. Inspection:
a) The CONTRACTOR shall notify the ENGINEER prior to watering,
mowing, fertilizing, and spraying operations.
b) After the first six months the ENGINEER and the City Forester shall
perform an intermediate inspection of the site with the
CONTRACTOR to determine that maintenance is sufficient to
insure a healthy condition of the seeding work at the end of the two
growing seasons.
CLEANING
A. 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 seeding and maintenance operations. Clean mulch
from paved surfaces.
WARRANTY
A. For a period of two years after the date of "Conditional Acceptance of Seeding
Work", the CONTRACTOR shall maintain and guarantee all seeded areas to be in a
vigorous, healthy growing condition. The CONTRACTOR shall re -seed any areas
Robert Benson Dam 02920-3 Grasses
that are dead, diseased, or in the opinion of the ENGINEER in an unhealthy
condition at no additional cost to the OWNER. Reseeding operations shall be
performed by the CONTRACTOR within ten days of notification from the
ENGINEER.
PART 2 PRODUCTS
2.01 QUALITY
A. All materials used for revegetation shall be new and without flaws or defects of any
type, and shall be the best of their class and kind.
2.02 DELIVERY, STORAGE, AND HANDLING
A. Seed:
All seed shall be furnished in bags or containers clearly labeled to show the
name and address of the supplier, the seed name, the lot number, net weight,
the percent of weed seed content, and the guaranteed percentage of purity
and germination. All brands furnished shall be free from noxious seeds.
The CONTRACTOR shall furnish to the ENGINEER a signed statement
certifying that the seed furnished is from a lot that has been tested by a
recognized laboratory for seed testing within six months prior to the date of
delivery. Seed which has become wet, moldy, or otherwise damaged in
transit or in storage will not be accepted.
B. Seed shall conform to all current State and Federal regulations and will be subject to
the testing provisions of the Association of Official Seed Analysis.
C. The seed shall have a minimum germination of 85% and a minimum purity of 90%.
Seed shall not exceed 1% weed content by weight. If seed available on the market
does not meet the minimum purity and germination percentages specified, the
CONTRACTOR must compensate for a lesser percentage of purity or germination
by furnishing sufficient additional seed to equal the specified product. Product
comparison shall be made on the basis of pure live seed in pounds. This formula
used for determining the quantity of pure live seed (PLS) shall be: Pounds of Seed x
(Purity x Germination) = Pounds of Pure Live Seed (PLS).
2.03 FERTILIZER
A. Commercial product of uniform composition, free flowing and conforming to
applicable State and Federal laws. Deliver in original, unopened containers. Submit
manufacturer's guaranteed analysis. No Cyanamid compounds will be permitted in
mixed fertilizers.
2.04 SEED
Robert Benson Dam 02920-4 Grasses
2.05
A Furnish in bags or containers clearly labeled to show that name and address of the
supplier, the seed name, the lot number, net weight, percent of weed seed content
and the guaranteed percent of purity and germination. All seed shall be free from
noxious weed as defined by the OWNER Do not use seed which has become wet,
moldy or otherwise damaged in transit or storage. All seed shall be mixed by the
wholesale dealer. The seed shall be mixed in proportions necessary to obtain the
application rate specified.
1. Dryland Seed
PLS Seeding Rate
(#/acre drilled)
Western wheatgrass, Barton
5.50
Bluebunch wheatgrass, Secar
2.50
Slender Wheat, Primar (Revenue)
2.00
Blue Grama, Lovington
2.00
Sheep Fescue, Covar (Bighorn)
2.00
Switchgrass, Blackwell
1.50
2. Wetland Seed
PLS Seeding Rate
(#/acre drilled)
Nebraska Sedle (Carex nebraskensis)
1.00
Least Spikerush (Eleocharis asicularis)
1.00
Torrey Rush (Juncos torreyr)
1.00
Three Square (Scirpus americanus)
1.00
Blue Vervain (Verbena Hastata)
1.00
MULCH
A. Mulch will not be required in the seeded areas that have received temporary mulch
or temporary vegetation prior to November 1 ".
B. Seeded Areas:
1. Hydraulic Mulch:
a) Hydraulic mulch material shall consist of at least ninety (90%)
percent virgin wood cellulose fiber and be free of any substance or
factor which might inhibit germination or growth of grass seed. The
wood cellulose fibers shall have the property of becoming evenly
dispersed and suspended when agitated in water.
b) Hydraulic mulch shall be clean and shall not contain the seeds of
noxious weeds or unspecified grasses. It shall be dyed a color to
allow visual metering of its application. When sprayed uniformly
on the surface of the soil, the fibers shall form a blotter -like ground
cover which readily absorbs water, and allows infiltration to the
underlying soil.
Robert Benson Dam 02920-5 Grasses
c) Weight specifications for hydraulic mulch from suppliers and for all
applications shall refer only to air dry weight of the fiber, a standard
equivalent to ten (10%) percent moisture. The hydraulic mulch
material shall be supplied in packages having a gross weight not in
excess of one hundred (100 lbs.) pounds, and shall be marked by the
manufacturer to show the air dry weight content.
d) The CONTRACTOR shall obtain and submit to the ENGINEER
certifications from suppliers of hydraulic mulch that laboratory and
field testing of their product has been accomplished, and that it
meets all of the foregoing requirements pertaining to wood cellulose
fiber mulch.
2.06 WATER
A. The CONTRACTOR will be required to provide all water necessary for planting and
establishment of vegetation.
All water used on projects under this Contract shall be free of any substances
harmftrl to plant germination and growth, and of the environment in general. The
CONTRACTOR shall be responsible for furnishing and applying water which meets
these requirements.
2.07 CARE OF DELIVERED MATERIALS
A. Commercially purchased wetland plants will be delivered to the construction site as
close to the time of planting as possible. Upon receipt of the shipment, plants will be
inspected for moisture status and condition. All plants will be watered upon arrival.
Watering should be repeated every four days as needed following this date until
planting. No fertilizer materials will be applied to stored plants. Plants will be
stored in such a manner as to:
1. Avoid or reduce moisture stress.
2. Avoid excessive heat or cold.
3. Protect plants from wind and mechanical damage.
4. Provide a staging area for subsequent planting activities.
B. All fertilizer, seed, and. mulch materials will be retained in shipping bags until they
are to be used. These materials will be stored in a manner to prevent them from
coming in contact with precipitation of surface water.
PART EXECUTION
Robert Benson Dam 02920-6 Grasses
3.01 SOIL PREPARATION
A. Apply a minimum of 6 inches of topsoil to all areas to be seeded. 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.
B. Correct irregularities in the ground surface resulting from soil preparation operations
and slope to drain.
F 10J 11)009304ri
A. Seed all areas that have been disturbed as a result of construction operations after
ENGINEER has inspected and approved the seedbed. All areas disturbed by the
CONTRACTOR (i.e. staging areas, etc.) shall be seeded by the CONTRACTOR at
no cost to the OWNER.
B. Seeding shall occur immediately after soil preparation has been approved by
ENGINEER.
C. Do not seed during windy weather or when the ground is frozen, muddy, or
untillable.
D. Seed at the rates specified in "PART 2 -MATERIALS".
E. Seeded Areas: Seed all areas with a mechanical power -drawn drill when possible.
When access is not possible, broadcast seeding may be allowable, if approved by the
ENGINEER.
1. Drill Seeding: All seed is to be drilled 0.25 inch to 0.50 inch into the soil at
the specified PLS/acre rate with a mechanical, power -drawn drill or Brillion
seeder. Rows shall be spaced not more than 7 inches apart. If using a range
drill, the CONTRACTOR shall drill one-half of the required PLS/acre in one
compass direction, and then drill the remaining half of the required PLS/acre
in a direction 90 degrees to the first half.
2. Broadcast seeding will be accomplished using hand -operated 'cyclone -type"
seeders or rotary broadcast equipment attached to construction or
revegetation machinery. All machinery will be equipped with metering
devices. Broadcasting by band will be acceptable on small, isolated sites.
When broadcast seeding, passes will be made over each site to be seeded in a
manner to ensure an even distribution of seed When using hopper type
equipment, seed shall be frequently mixed within the hopper to discourage
seed settling and uneven planting distribution of species.
Robert Benson Dam 02920-7 Grasses
3.03
Broadcast seeding will take place immediately following the completion of
final seedbed preparation techniques and upon inspection and approval of
the ENGINEER. Broadcast seeding should not be conducted when wind
velocities would prohibit even seed distribution. The broadcast seeding rate
for herbaceous species will be twice the rate of drill seeding. Woody species
will be established by broadcast seeding methods only.
F. Revegetation shall occur based on the following tables::
PREFERRED (FALL) REVEGETATION SCHEDULE
Reclamation Technique
Grading/Ripping
Resoiling
Seedbed Material Sampling
Fertilization
Seedbed Preparation
Seeding
Wetland Pod planting
Mulching (if Specified)
Month
Any month
Sept., Oct., Nov.
Sept., Oct., Nov.
Sept., Oct., Nov.
Sept., Oct., Nov.
Apr., May, Oct., Nov., Dec.
Apr., May, Oct., Nov., Dec.
Sept., Oct., Nov., Dec.
ALTERNATE (SPRING) REVEGETATION SCHEDULE
Reclamation Technique
Grading/Ripping
Resoiling
Seedbed Material Sampling
Fertilization
Seedbed Preparation
Seeding
Wetland Pod planting
Mulching (if Specified)
Month
Any month
Feb., Mar., Apr., May
Mar., Apr., May
Mar., Apr., May
Mar., Apr., May
Mar., Apr., May
Apr., May
Feb., Mar., Apr., May
MULCH APPLICATION
A. Mulch will not be required in the seeded areas that have received temporary mulch
or temporary vegetation prior to November 1". Mulch shall be applied immediately
following seeding operations.
B.. Seeded areas: Hydraulic Mulch - Immediately after seeding has been completed,
hydraulic mulch, if required, shall be applied as a homogeneous slurry of water,
cellulose fiber mulch, and tacldfier at the rate of two thousand (2,000) pounds per
acre. Mulch mixture shall be applied uniformly over all seeded areas with
equipment capable of operating at one hundred (100) gallons per minute at one
hundred (100) pounds per square inch.
Robert Benson Dam 02920-8 Grasses
3.04 PROTECTION OF SEEDED AREAS
A. Protect seeded areas from unnecessary pedestrian or vehicular traffic until well
established through the use of fences, barricade and signage. Provide any additional
erosion control measures which are necessary for the successful establishment of
vegetation.
3.05 RESEEDING AND REPAIR
A. The CONTRACTOR shall be responsible for reseeding and mulching areas which do
not meet the acceptance criteria set forth in paragraph 1.03 of this Section.
3.06 MAINTENANCE
A. The CONTRACTOR shall ensure successful seed growth per Section 1.03 C.
CONTRACTOR may choose the following methods to achieve successful seed
growth.
1. Periodic Inspections
2. Weed Control
3. Disease and Insect Control
4. Watering:
a) Seeded areas may be watered if deemed necessary by the
CONTRACTOR to ensure performance under his Section.
5. Protection
B. Refer to maintenance requirements in Paragraph 1.03, E.
END OF SECTION
Robert Benson Dam 02920-9 Grasses
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 02920-10
Grasses
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 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.
Robert Benson Dam 02921-1 Ground Preparation
for Seeding
2. To unforeseeable causes beyond the control and without the fault or
negligence of the Contractor, including but not restricted to, acts of God, or
of the public enemy, acts of the Owner, acts of another Contractor in the
performance of a contract with the Owner, fires, floods, epidemics,
quarantine restrictions, strikes, freight embargoes, and abnormal and
unforeseeable weather as provided above.
3. To any delays of Subcontractors occasioned by any of the causes specified in
paragraphs 1 and 2, above.
Other than the conditions above, Contractor is permitted to start the work at any
location within the project site.
The Contractor shall adhere to the construction traffic control requirements
delineated in Section 01555 and on the Drawings.
1.03 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 and from field potholing, however,
it is expected that there may be some discrepancies and omissions in the locations
and quantities of utilities and structures shown. Those shown are for the
convenience of the CONTRACTOR only, and no responsibility is assumed by either
the OWNER or the ENGINEER for their accuracy or completeness.
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.
D. The CONTRACTOR shall notify the ENGINEER immediately of any field condition
not consistent with the contract documents.
E. The CONTRACTOR will be responsible for repairing or paying for the repairs to
any damaged utilities.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01010-3 Summary of Work
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, con-
struction 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.
END OF SECTION
Robert Benson Dam 02921-2 Ground Preparation
for Seeding
No Text
DIVISION 3 - CONCRETE
SECTION 03110
SECTION 03210
SECTION 03310
SECTION 03320
SECTION 03350
SECTION 03390
SECTION 03615
STRUCTURAL CAST -IN -PLACE CONCRETE
FORMS
REINFORCING STEEL
STRUCTURAL CONCRETE
CONSTRUCTION JOINTS
CONCRETE FINISHING
CONCRETE CURING
GROUT
No Text
SECTION 03110
STRUCTURAL CAST -IN -PLACE CONCRETE FORMS
PART1 GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall supply all labor, tools, equipment and materials to set forms for
the proper placement of concrete for structures. It is the CONTRACTOR's responsibility to
design and build adequate forms and to leave them in -place until the forms can be safely re-
moved. The CONTRACTOR is responsible for damage and injury caused by removing
fors carelessly or before the concrete has gained sufficient strength. Means and methods of
repair shall be reviewed by the ENGINEER prior to performing the work
1.02 RELATED SECTIONS
A. Section 03310 — Structural Concrete
B. Section 03320 — Construction Joints
C. Section 03350 - Concrete Finishing
D. Section 03615 - Grout
1.03 QUALITY STANDARDS
A. American Concrete Institute
1. ACI 318 - Building Code Requirements for Structural Concrete
2. ACI SP-4 - Formwork for Concrete
B. American Plywood Association
1. PS 1 - US Product Standard for Construction and Industrial Plywood
2. J20 - Grades and Specifications
3. V345 - Concrete Forming
1.04 SUBMITTALS
A. General
Design, placement and maintenance of formwork and form systems is the responsi-
bility of the CONTRACTOR. Submittals other than listed herein are not required
nor will they be reviewed.
B. Product Technical Data
1. Manufacturer and type of for materials
Robert Benson Dam 03110-1 Structural Cast -In -Place
Concrete Forms
2. Manufacturer and type of form ties
3. Manufacturer and type of void form including compressive strength
4. Manufacturer of form release agent
C. Formwork Design
A copy of a transmittal letter from the designing engineer to the CONTRACTOR in-
dicating that the design of the formwork for the project was prepared by or under his
supervision. The letter shall be stamped with the seal of the designing engineer and
signed in accordance with the professional engineering registration laws where the
project is located. The designing engineer's qualifications shall be attached to the
transmittal letter.
1.05 QUALITY ASSURANCE
Formwork, and if required shoring and reshoring, shall be designed by a Professional Engi-
neer licensed to practice in the state where the project is located and having a minimum of
five years' experience in the design of concrete formwork or form systems.
PART2 PRODUCTS
2.01 GENERAL
For the purposes of this specification exposure shall be defined as a surface, interior or exte-
rior, of a structure that will be exposed to view during its use. For example, the interior wall
of a buried water retaining structure is a surface exposed to view.
2.02 FORMS FOR SURFACES EXPOSED TO VIEW
A. Walls
1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill
oiled and edge sealed.
2. Symons hand set steel -ply forms, or equal.
1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill
oiled and edge sealed.
2. Symons hand set steel -ply forms, or equal.
C. Sides of Column Footings
APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill
oiled and edge sealed.
2, Symons hand set steel -ply forms, or equal.
Robert Benson Dam 03110-2 Structural Cast -In -Place
Concrete Forms
2.03
2.04
3. Steel of sufficient thickness that the form will remain true to shape after nu-
merous repetitive uses.
D. Sides of Curved or Straight Continuous Wall Footings
APA High Density Overlay Plyform Class I Exterior.
2. APA B-B Plyform Class I, Exterior, PS- 1-83.
For curved surfaces, plywood of sufficient thickness, free from knots and other im-
perfections, which can be cut and bent and held in place accurately to the required
curvature without splintering or splitting shall be used.
E. Floor and Roof Slabs
1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill
oiled and edge sealed.
F. Columns
Regardless of materials of construction the forms shall be such to permit bracing in
two directions at half -height and full height at a minimum. Two braces at 90' are re-
quired at half and full height.
Steel of sufficient thickness that the form will remain true to shape after nu-
merous repetitive uses.
2. Fiberglass of sufficient thickness that the form will remain true to shape.
G. Column Capitals
Steel, 16 gage or thicker, so that the form will remain true to shape after nu-
merous repetitive uses.
FORMS FOR SURFACES NOT EXPOSED TO VIEW
Wood or steel sufficiently tight to prevent mortar leakage.
ANCHORAGE IN SLABS FOR BRACES FOR WALL AND COLUMN FORMS
Braces shall be anchored to deadmen of sufficient size and weight to maintain the proper
wall/column alignment under all load conditions including wind.
Wedge anchors of any type, inserts or concrete nails are specifically not permitted for an-
chorage of wall or column braces in water retaining structures. Wedge anchors or nails may
be used in other structures when in the opinion of the ENGINEER the resulting concrete fin-
ish patch will be acceptable. The CONTRACTOR shall make a submittal including informa-
tion about the type of wedge anchor or nail and the means of patching the surface for review
and acceptance by the ENGINEER
Robert Benson Dam 03110-3 Structural Cast -In -Place
Concrete Forms
2.05 ANCHORAGE IN SLABS FOR UPTURNED COLUMN FOOTING FORMS
Braces shall be anchored to deadmen of sufficient size and weight to maintain the proper
wall/column configuration and diameter. Wedge anchors of any type, inserts or concrete
nails are specifically not permitted for anchorage of column footing forms.
2.06 FORM TIES
A. Water Retaining Structures and Below Grade Structures:
Symons, S-Panel Ties, or equal, with water seal and one -inch break back cones on
both tie ends, shall be used on all wall forms.
B. Other Structures:
Symons, S-Panel Ties, or equal, with one -inch break back cones on both tie ends
unless otherwise called out or shown in the Drawings or approved by the ENGI-
NEER, shall be used on all wall forms.
C. Twisted Wire Ties:
Twisted wire ties with loops to hold forms in position are not permitted.
2.07 CHAMFER STRIP
Chamfer strips (3/4 inch) shall be placed in the corners of forms and at the tops of walls or
up-tumed footings, to produce beveled edges on permanently exposed concrete surfaces. In-
terior angles of intersecting concrete surfaces and edges of construction joints shall not be
beveled unless otherwise indicated in the Drawings. The chamfer strip may be made of
wood or polyvinyl chloride (PVC).
2.08 STIFFBACKS
Stiffbacks for wall forms shall be constructed of lumber or Glulams, uniform in width and
thickness, free from knots and other surface defects. Only one joint is permitted in the board
of a stiffback and joints shall be offset so as to not occur at the same point. Stiffbacks shall
extend to a point not less than six inches above the top of forams.
2.09 GANG WHALER PLATES FOR THE TOP OF CURVED WALLS
Gang whaler plates shall be constructed of plywood as described below, cut to the radius of
the wall curve. The gang whaler plate shall be of sufficient depth to permit notching for
stiffbacks.
A. APA High Density Overlay Plyform Class I Exterior.
B. APA B-B Plyform Class I, Exterior, PS-1-83.
2.10 WEDGE INSERTS
When permitted by the ENGINEER at the tops of ,walls or columns, wedge inserts may be
RobertBenson Dam 03110-4 Structural Cast -In -Place
Concrete Forams
used to support future formwork or catwalks. The inserts shall be Richmond Screw Anchor,
or equal.
2.11 FORM RELEASE AGENT
Magic Kote by Symons Corp. or equal.
PART EXECUTION
3.01 GENERAL
Forms shall be used, wherever necessary, to confine the concrete and shape it to the specified
lines and grades as shown on the Drawings.. The CONTRACTOR shall set and maintain
concrete forms so as to ensure completed work is within all applicable tolerance limits. If a
type of form does not, in the opinion of the ENGINEER, consistently perform in an accept-
able manner, the type of form shall be changed and the method of erection shall be modified
by the CONTRACTOR, subject to the review of the ENGINEER.
Forms shall have sufficient strength to withstand the pressure resulting from placement and
vibration of concrete, and shall be maintained rigidly in position. The design of formwork
and placing rate of concrete with medium and high -range water reducing agents shall be ad-
justed to compensate for the greater hydraulic pressures exerted on the forms by concrete of
high fluidity.
Forms shall be clean and free from mortar and other foreign material from previous use prior
to being placed.
The CONTRACTOR shall demonstrate that forms are vertical, proper alignment, grade or
radius when requested by the ENGINEER.
3.02 FORM SURFACE TREATMENT
A. General
Prior to placing reinforcing steel coat the forms with a non -staining release agent that
will effectively prevent the absorption of moisture and prevent bond of the concrete
to the form. Contact with hardened concrete against which fresh concrete is to be
placed is prohibited. All bond breaking materials or processes shall be used only af-
ter acceptance by the ENGINEER. Care shall be taken in applying form oil to avoid
contact with reinforcement steel. Embedded material which becomes coated with
form oil shall be thoroughly cleaned or replaced at the expense of the CONTRAC-
TOR.
B.. For Potable Water Facilities
Form release agents for potable water facilities, such as treated water storage reser-
voirs or water treatment plants, shall be non -toxic 30 days after application.
3.03 TOLERANCES
Tolerances are defined as allowable variations from specified alignments, grades and dimen
Robert Benson Dam 03110-5 Structural Cast -In -Place
Concrete Forms
lions. Allowable variations from specified alignments, grades and dimensions are prescribed
in the following sub -section. Descriptions of these criteria can be found in Part 2 of the ACI
Manual of Concrete Practice 1995, Cormrnentaty of Standard Specifications for Tolerances
for Concrete Construction and Materials (ACI 117-90).
A. Footingsand Foundations
Drilled Piers
Vertical alignment < 2 % of the shaft length
Lateral alignment S 1/24 of shaft diameter, 3 inch maximum
Level alignment to cut-off elevation: +1 inch, -3 inch
2. Continuous Wall Footings (Circular and Non -circular)
Lateral alignment: < 2% of the footing width, 2 inches maximum
Relative alignment: Variation < 1 inch in 10 feet (variation between speci-
fied plane and as built surface)
Cross -sectional dimension:
Horizontal dimension: Variation+2 inch, -1/2 inch
Vertical dimension (thickness): Variation ± 1/2 inch
Circular Wall Footing Only
Variation in Radius in any 20 feet of wall length: 5 1/2 inch
Variation in Radius in entire wall length: 5 1 inch
3. Column footings
Lateral alignment: Variation 5 2 inch
Level alignment: Variation from specified elevation +1 /2 inch, - 2 inch
Relative alignment: Variation 5 1 inch in 10 feet (variation between speci-
fied plane and as built surface)
Cross -sectional dimension:
Horizontal dimension: Variation+2 inch, -1/2 inch
Vertical dimension (thickness): Variation ± 1/2 inch
B. Cast -in -Place Concrete for Buildings and other Structures
Robert Benson Dam 03110-6 Structural Cast -In -Place
Concrete Forms
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 010104 Summaryof Work
1. Member (such as a beam, column, wall, slab, or pier)
Vertical alignment:
Variation from specified plumb 5 3/8 inch (full height)
1/4 inch (one form sec-
tion)
Lateral alignment:
Maximum in any bay: Variation <_ 1/2 inch
Maximum in any 20 feet of length: Variation _< 1/2 inch
Maximum for entire wall length: Variation < 1 inch
Floor and wall opening locations: Variation 5 1/2 inch
Sawcuts and joints: Variation <_ 3/4 inch
Level alignment:
Top elevation of slabs: Variation <_ 3/4 inch
Lintels, other lines exposed to view: Variation 5 3/4 inch
Cross sectional dimensions:
Walls and slabs (thickness): Variation ±1/4 inch
Columns and Beams: Variation+l/2 inch, -1/4 inch
Size of wall and floor openings: Variation ± 1/4 inch
Relative alignment:
Offset between adjacent formwork: Variation ±1/4 inch
Variation in Specified Grade:
For any distance less than 10 feet: Variation 5 1/4 inch
For entire structure: Variation ± 1/2 inch
For manholes and outlet structures: Variation <_ 1 inch
2. Stairways
Relative alignment:
Robert Benson Dam 03110-7 Structural Cast -In -Place
Concrete Forms
Difference in height between adjacent risers: 1/8 inch
Difference in width between adjacent treads: 1/4 inch
3.04 PLUMB AND STRING LINES
Plumb and string lines shall be installed on wall and column forms before, and maintained,
during concrete placement. There shall be sufficient number of plumb or string lines in walls,
for example at every other stiffback, properly installed to permit continuous monitoring. Dur-
ing concrete placement, the CONTRACTOR shall continually monitor plumb and string line
positions and immediately correct deficiencies. The plumb and string lines shall extend to a
point at least six inches above the top of wall or column.
3.05 FORMWORK CAMBER
In order to maintain specified tolerances of joists, beams or slabs subject to dead load deflec-
tion, the CONTRACTOR shall camber formwork to compensate for dead load deflection
prior to hardening of the concrete.
3.06 GANG WHALER PLATS FOR CIRCULAR WALLS
The CONTRACTOR shall place a gang whaler plate cut to the curvature of the wall, such as
a circular reservoir wall, at the top of the wall forms. The gang whaler plate shall be at-
tached to the forms with a gang whaler rod at appropriately designed intervals. The gang
whaler plate may be notched to permit the stiffback to extend above the top of the wall
forms. The gang whaler plate shall be sufficiently stiff to maintain the required curvature.
3.07 HAND SET MODULAR FORMS
Hand set modular forms, such as Symons hand set steel -ply forms, shall be placed with no
more than two intersecting joints occur at one level in the formwork above the bottom modu-
lar form Ievel. The following figure illustrates the required form pattern.
Figure 1
Robert Benson Dam 03110-8 Structural Cast -la -Place
Concrete Forms
The above form configuration is one way recommended by Simons Corp. to eliminate verti-
cal, in plane, bending of the forming system. The CONTRACTOR may develop alternate
means of maintaining vertical alignment. Alternate form system configurations require
preparation by a licensed Professional Engineer in Colorado and submittal to the ENGI-
NEER for review and approval.
3.08 FORMWORK CLOSURE
Forms which will prohibit visual review of items such as reinforcing steel, waterstops and
bearing pads by the ENGINEER, shall not be placed until the ENGINEER has performed a
final review of the reinforcing steel.
The CONTRACTOR shall use compressed air from an air -compressor to blow-out construc-
tion debris and dirt at the bottom of sections or members to be placed such as walls, slabs,
beams and columns, prior to placing forms or concrete. The CONTRACTOR shall demon-
strate to the ENGINEER that all debris, such as loose concrete particles, saw dust, loose tie
wire, bar tags, tape, trash and dirt, have been thoroughly removed.
3.09 HOT OR COLD WEATHER PLACEMENT AND STEEL FORMS
Prior to placing concrete when steel forms are used, the forms shall be heated when the sur-
face temperature of the form is below 40' F or cooled when the surface temperature of the
form is above 90' F. If water is used to cool forms where ponding of water may occur, i.e.,
at the bottom of a column, the water shall be permitted to drain prior to placing concrete.
3.10 REMOVAL OF FORMS
The forms for any portion of a structure shall not be removed until the concrete has reach
sufficient strength with a factor of safety of 2.0, to withstand applied loads such as self
weight and wind loads or withstand damage when the forms are removed.
For post -tensioned concrete slabs and beams, formwork shall not be removed until the entire
slab or member has been stressed and stressing records accepted.
3.11 RESHORES
When a reshore plan is to be performed, it shall comply with Section 1.04 of this Specifica-
tion.
END OF SECTION
Robert Benson Dam 03110-9 Structural Cast -In -Place
Concrete Forms
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Robert Benson Dam 03110-10 Structural Cast -In -Place
Concrete Forms
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 Sl, 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 131.4 - Structural Welding Code - Reinforcing Steel
PART 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.
Robert Benson Dam 03210-1 Reinforcing Steel
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 > 0.008in; 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, dam-
aged 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, dam-
aged 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 mini-
mum PVC coating is 0.7 mils.
2.03 IDENTIFICATION
Bundles of reinforcing bars and wire spirals shall be tagged, with a metal tag, showing speci-
fication, grade, size, quantity and suitable identification to permit checking, sorting and plac-
ing. 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 placement.
Bundles of flat sheets and rolls of welded wire fabric shall be tagged similar to reinforcing
bars.
2.04 STORAGE AND PROTECTION
Reinforcing steel shall be stored off of the ground and protected from oil or other materials
detrimental to the steel or bonding capability of the reinforcing bar. Epoxy -coated reinforc-
ing bars shall be stored on protective cribbing.
Rust, seams, surface irregularities, or mill scale, shall not be cause for rejection provided 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.
Robert Benson Dam 03210-2 Reinforcing Steel
2.05 BAR SUPPORTS
A. General:
Bar supports and spacing shall be in accordance with the CRSI Manual of Standard
Practice, Chapter 3, a maximum of four feet or as required by the Drawings.
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 exte-
rior 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 ar-
eas.
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 se-
curely stapled to formwork
E. Columns:
Plastic "space wheels" manufactured by Aztec (Model DO 12/40), or equal, are re-
quired.
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. Reinforcing bars
used as support bars shall be epoxy -coated. In walls reinforced with epoxy -coated
bars, spreader bars shall be epoxy coated. Proprietary combination bar clips and
spreaders used in walls with epoxy -coated reinforcing shall be made of corrosion -
resistant material or coated with dielectric material.
PART 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 reinforcing steel
is begun. The CONTRACTOR shall be responsible for the accuracy of the lists and for fur-
nishing and placing all reinforcing steel in accordance with the details shown on the Draw-
ings-
Robert Benson Dam 03210-3 Reinforcing Steel
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 in-
cluded 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 ordering.
3.02 FABRICATION
Fabrication tolerances for straight and bent bars shall be in accordance with the requirements
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 permitted.
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 Rec-
ommended Practice for Placing Reinforcing, Bars". In case of discrepancy between the
Drawings and the CRSI publication stated above, the Drawings shall govern. Reinforcement
shall be placed within the tolerances provided in ACI 117.
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 damage 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 con-
crete is placed in any such unit or section.
Bundle bars shall be tied together at not more than 6-foot centers.
Robert Benson Dam 03210-4 Reinforcing Steel
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 percus-
sion is granted to splice bars, other than those shown on the Drawings, the additional mate-
rial 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 mini-
mum 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 In-
serts and Connections in Reinforced Concrete Construction, with the modifications and addi-
tions 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 LL Where
the term AWS Dl.l 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 completion 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 capable of devel-
oping 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, including 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
cutoff saw, any other method must be approved by the ENGINEER.
END OF SECTION
Robert Benson Dam 03210-5 Reinforcing Steel
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Robert Benson Dam 03210-6 Reinforcing Steel
SECTION 01140
CONTRACTOR'S USE OF PREMISES
PART1 GENERAL
1.01 SECTION INCLUDES
A. The CONTRACTOR may use the OWNER's property designated within the
construction limits shown on the Drawings for equipment and materials as long as he
confines his operations to those permitted by local laws, ordinance and permits and
meets the following requirements:
1. Do not unreasonably encumber site with materials or equipment.
2. Assume full responsibility for protection and safekeeping of products stored
on premised.
3. Move any stored products which interfere with operations of the OWNER.
4. Obtain and pay for use of additional storage or work areas needed for
operations.
1.02 LIMITS OF CONSTRUCTION
A. The CONTRACTOR must maintain all of his construction activities within the
OWNER's property and/or construction easements and limits of the project, or other
stated areas, unless permits and/or written permission are obtained by the
CONTRACTOR, from appropriate authorities or private property owners, outside of
these areas. Contractor to fence all easements and work areas. The temporary
permits must be secured and paid for by the CONTRACTOR at no extra cost to the
OWNER. Any temporary permits secured must be in writing and a copy of same
provided to the ENGINEER.
1.03 SECURITY
A. The CONTRACTOR shall at all times be responsible for the security of his facilities
and equipment. The OWNER will not take responsibility for missing or damaged
equipment, tools, or personal belongings of the CONTRACTOR.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01140-1 Contractor's Use of Premises
SECTION 03310
STRUCTURAL CONCRETE
PART GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall furnish all labor, tools and equipment for the construction of
reinforced cast -in -place concrete for sills 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 plam(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 03210 — Reinforcing Steel
C. Section 03320 - Construction Joints
D. Section 03350 -Concrete Finishing
E. Section 03900 - Concrete Curing
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
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
Robert Benson Dam 03310-1 Structural 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
A. 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
Robert Benson Dam
03310-2 Structural Concrete
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
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.
Robert Benson Dam 03310-3 Structural Concrete
PART 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
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.
well . o L1► p6f 11
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.
Robert Benson Dam 03310-4 Structural Concrete
Table 1
Nominal
max.
Average air content, percent
aggregate
size. in.
Severe exposure
Moderate
exposure
3/8
7 1/2 ± 1 1/2
6 ± 1 1/2
'/4
6±11/2
5±11/2
1 1/2
5 1/2 ± 1 1/2
4 1/2 ± 1 1/2
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 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 BATCMNG
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
Robert Benson Dam 03310-5 Structural Concrete
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 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. 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 50°F or
more than 80°F for slabs larger than 10,000 square feet and not be less than 50OF or more
than 85°F 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 milting 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
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.
Robert Benson Dam 03310-6 Structural Concrete
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.
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 4,000 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 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,
RobertBenson Dam 03310-7 Structural 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
50°F and 70°F 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 be used during the fast 24 hours unless
precautions are taken to prevent exposureof„ 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 5 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 Idot 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 minimi a 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
Robert Benson Dam 03310-8 Structural Concrete
lift for 5 to 15 seconds. The vibrator shall be pulled up at a rate of about three inches per
second.
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
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 JOINT'S
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
Robert Benson Dam 03310-9 Structural Concrete
mist with a nozzle. The retardant shall be applied in strict conformance with the
manufacturer's 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
Robert Benson Dam 03310-10 Structural Concrete
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 01140-2 Contractor's Use of Premises
SECTION 03320
CONSTRUCTION JOINTS
PART1 GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall supply all labor, tools, equipment and material for the preparation
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 construction joints, col-
umn 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 03210 - Reinforcing Steel
C. Section 03310 - Structural Concrete
D. Section 03615 - Grout
1.03 QUALITY STANDARDS
A. American Concrete Institute (ACI)
1. ACI 117 - Standard Tolerance for Concrete Construction and Materials
2. ACI 301 - Specifications for Structural Concrete for Buildings
3. ACI 302 - Guide for Concrete Floor and Slab Construction
4. 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 pro-
vide 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 re-
view of a particular activity is unnecessary, he will provide written direction to the
CONTRACTOR to proceed with that particular activity without his construction review.
PART PRODUCTS (Not Applicable)
PART EXECUTION
3.01 SURFACE PREPARATION
Robert Benson Dam 03320-1 Construction Joints
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
Robert Benson Dam 03320-2 Construction Joints
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 con-
crete or gout.
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 con-
crete 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 Styrofoam"", paper, polyethylene and
wood shall be removed. The ground surface shall be dampened and prepared to pre-
vent the inclusion of dirt, pieces of aggregate or balls of soil in the concrete or gout.
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 properly consolidated at
waterstops, pipe weep rings, and existing concrete surfaces. An appropriate capacity vibrator
shall be used when necessary or required by the manufacturer to properly consolidate the
grout.
END OF SECTION
Robert Benson Dam 03320-3 Construction Joints
No Text
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, 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 SP-15 - 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
Robert Benson Dam 03350-1 Concrete Finishing
B. American Society for Testing and Materials
1. ASTM STP 169C - Significance of Tests and Properties of Concrete and
Concrete -Making Materials
2. ASTM C 150 - Standard Specification for Portland Cement
3. ASTM C 33 - Concrete Aggregates
C. US Department of Interior - Bureau of Reclamation
1. M-47 Standard Specifications for Repair of Concrete
1.04 SUBMITTALS
A. General
Submittals shall be made in accordance with Section 01330.
B. Product Data
1. Grouts
2. Bonding agents
3. Means and methods of repairing defects unless otherwise called out herein.
C. 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.
PART PRODUCTS
2.01 PREMIXED PRE -PACKAGED GROUTS
A. Master Builders EMACO R320
B. Master Builders EMACO S66-CR
2.02 EPDXY BONDING AGENTS
A. Master Builders Concresive Liquid (LPL)
B. Master Builders Concresive Standard Liquid
Robert Benson Dam 03350-2 Concrete Finishing
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 I part cement to not more than 1 part sand by
damp loose volume.
2.06 PATCHING MORTAR
Patching mixture shall be made of the same materials and of approximately the same
proportions as used for the concrete, except that the coarse aggregate shall be omitted and the
mortar shall consist of 1 part cement to not more than 2-1/2 parts sand by damp loose
volume. White Portland Cement shall be substituted for a part of the gray Portland Cement
on exposed concrete in order to produce a color matching the .color of the surrounding
concrete, as determined by a trial patch. The quantity of mixing water shall be no more than
necessary for handling and placing. The patching mortar shall be mixed in advance and
allowed to stand with frequent manipulation with a trowel, without addition of water, until it
has reached the stiffest consistency that will permit placing.
2.07 WATER
Only clean potable water shall be used. A calibrated measuring device is required for
measuring the proper amount of water to be added to pre -packaged grouts and mortars.
PART 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 50' 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.
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.
Robert Benson Dam 03350-3 Concrete Finishing
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 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 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 figure is the
Robert Benson Dam 03350-4 Concrete Finishing
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 fonn fins exceeding 1116 inch in height.
Figure 1
Robert Benson Dam 03350-5 Concrete Finishing
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.
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
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
Robert Benson Dam 03350-6 Concrete Finishing
EXHIBIT GC -A to General Conditions
of the Construction Contract Between
OWNER and CONTRACTOR
DISPUTE RESOLUTION AGREE%IENT
OWNER road CONTRACTOR hereby agree that
Article 16 of the General Conditions of the Construction
Contmn between D%V'NER and CONTRAOI'OR is
amended to include the following ogreement of the parties'
16.1. All clauns, disputes and other matters in
question between MVNI7R and CON I'RA(`I'OR raising
out of or relating to the Contract Documents or the breach
thereof (except for claims which have been waived by the
making or aceeptance of final payment as provided by
paragraph 14,15) will be decided by arbitration in
accordance with the Construction Industry .Arbitration
kuees of the American Arbitration A~.auon then
Obtaining. subject to the limitations of the Article 16. This
agreement so to arbitrate and any Other agreement or
ar6rnt W arbitrate entered into in ace,mlanee herewith as
Provided in this Article 16 will he specifianlly enforceable
under the prevailing law of any court Fwvingjuridiction
16.2 No demand forzrbrmtion of any claim, dispute
or other matter that is required to be refared to
ENGINEER initially for decision in accordance with
paragraph 9.11 will be made until the earlier of (a) the date
on which ENGINEER has rendered a vennrn decision or
(b) the thirty-first Jay after the parties have presented their
evidence to Eh'GINEF.R if a tmattn decision has not been
renndemd by ENGINEER before that date. No demarx] for
arbitration of any such claim, dispute or otter matter will
be made later than thirty days after the date On which
ENGINEER has rendered a written decision in respect
thereof m accordance with pamgmpll 9 1 I; and the failure
to demand arbitration within said thirty days' period will
result in ENGINEER's decision being foul and binding
upon OWNER and CONTRACTOR If ENGINEER
renders a decision after arbitration proceedings have been
initialed such decision may be ordered as evidence but will
not supersede the arbitration proceedings, except where the
recision is acceptable to the parties concerned. No demand
for arbitration of any written decision of ENGINEER
nandered to accordance with paragraph 9.1D will be made
later than tan doyx after the party making such demand has
delivered written notice of intention to appeal as provided
in paragraph 4.1 V
16.3. Notice of the dcmand for arbitration will be
filed in writing with the Other party to the .Agreement coal
with the American Arbitration Assecattiort and a copy w'dl
be sent to ENGINEER for information The demand for
arbitration will he made within the thi -day or tandav
period sp=ified in paragraph I6.2 as applicable, and in all
other cases within a reasonable time after the claim dispute
or other matter in question has arisen, and in no event shall
any such demand be made alter the date when institution of
legal or equitable proceedings based on such clan, dispute
or other matter in question would he barred by the
applicable statute ot'lunia tioun
16.4. Except as provided in paragraph 16.5 below,
no arbitration arising out of or relating to the Contract
Documcnts shall include by consolidation, joinder or in arty
other manner any (%her person or endw (including
ENGINEER, ENGINEER's (7,orreultant and dre office$
directors, agents. employeesor consultants of may Of them)
who is not a party to this contract unless
16.4 1. the inclusion of such other person or entity is
necessary if complete relief is to be afforded among
those who are already particw W the arbitration arai
1642 such Other person or entity is substantially
invuhtd in a question of law or fact which Is centurion
to those who are already parties to the arbitration and
which will arise in such proceedings, and
1643, the wrinet consent of the other person or
crrht sought to be included and of C) iVNER and
CONTRACTOR has been obtained for such v eusicm.
which consent shall make specific reference to this
paragraph; but no such iraisem shall cm aiwic consent,
to arbitmtirm of any dispute Trot specifically described
in such consent or to arbitration with any party act
speciticallyidentified in such consent.
165_ Notwithstanding paragraph 164. if a claim.
dispute or other matter in question between OIVNER and
CONTRACTOR involves the Work of a Subavttwor,
either OWNER or CONTRACTOR may join such
SuisrO ntmCWr as a party to thcarbitmtion between OWN'h:k
and CONTRACTOR hereunder. CONTRACTOR shalt
include in all subcontracts required by paragraph 6 11 a
specific provision whereby the Sutxvtntraetor consama m
being Joined in an arbitration between OWNER and
CGN'l'RAC71'OR nmolemg the AVork of such
Subcontractor. Nothing in this paragraph 16.5 nee in the
Provision of such subcontract consenting to joinder shall
create any claim, right or cause of action in favor of
Subcontractor and against OIVNEIt H-WINFER or
ENG INER'S Consultants that does n,t otherwise exist.
16.6 The award rendered by the arbitrators will be
final, judgment may be entered upon it in my court having
junisdre"On thereof anal it will not he subject to
modification or appeal.
16.7 OWNEk end CONTRACTOR agree that they'
shall first submit any and all unsettled claims.
counterclaims. disputes and other matters in question
between them arising out of or relating to the Contract
Documents or the breach thereof ("disputes"). to mediation
by the American Arbitration As acmtmn under the
Construction IndusW Mediation Rules of [tic American
Arbitration Association prior to either of them initiating
against the other a demand fur arbitrntitm pursuant 10
paragraphs 16.1 through 16.6, unless delay m miming
arbitration would irrevocably prejudice orae of the ponies
l he respective thirty and ten day time limits within which
to file a demand for arbitration as provided in paragraphs
M? and 16.3 xhove shall be suspended with respect to a
dispum submitted W mediation within than: same
Applicable time limits and shall remain suspended until ran
days after the termination Of the mediation. The medintor
of any dispute submitted to mediation order this Afineement
shall not serve as arbitrator of such dispute umess otherwise
agreed
FJCDC GRNF.RAI. CONDITIONS 191"(1990 Ee6liwil ttl.A I w' CIT1' Or FORT COLLINS AROD117CATIONS IREV 9,99)
SECTION 01145
SPECIAL PROJECT PROCEDURES
PART 1 GENERAL (Not Applicable)
PART 2 PRODUCTS (Not Applicable)
PART EXECUTION
3.01 CONSTRUCTION TRAFFIC CONTROL
A. The CONTRACTOR, with input and cooperation from the OWNER, will prepare the
construction traffic control plans and specifications for construction of the project.
The traffic control plan shall be submitted at least 7 days prior to the start of traffic
control activities. Any changes to the approved traffic control plan will need to be
submitted to the City of Fort Collins and/or the Larimer County Traffic Departments
at least 48 hours prior to instituting the proposed changes.
B. The CONTRACTOR shall provide to the City of Fort Collins and/or Latimer County
Traffic Departments a detailed construction schedule for the work, including
production rates, estimated closure times for streets and intersections, if any, and
material delivery and haul routes.
C. Section 01555 Traffic Regulation is provided as a guide to items of work the
CONTRACTOR will be responsible for, and that may not be specifically referenced
in the construction traffic control plan. Such items include providing access to fire
hydrants, access for emergency services, and provision of warning signs and lights
around the work zone, especially during non -work periods.
3.03 NATURAL AREAS
Due to the project being located entirely within a city designated Natural Area the
CONTRACTOR shall abide by the Natural Areas rules and regulations set forth by the City
of Fort Collins Natural Resources Department.
END OF SECTION
Robert Benson Dam 01145-1 Special Project Procedures
B. unformed Surface
Unless otherwise shown in the Drawings unformed surfaces shall be finished as
follows.
1. 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 oft 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
Surface shall be broom or raked finished. Surface shall be water or grit
blasted prior to placing additional concrete, such as columns on column
footings and column footings on reservoir slabs.
END OF SECTION
Robert Benson Dam 03350-7 Concrete Finishing
THIS PAGE INTENTIONALLY LEFT BLANK
Robert Benson Dam 03350-8 Concrete Finishing
SECTION 03390
CONCRETE CURING
PART1 GENERAL
1.01 WORKINCLUDED
The CONTRACTOR shall fiunish all labor, tools and equipment for curing plain and
reinforced cast -in -place concrete.
1.02 RELATED WORK
A. Section 03310 — Structural Concrete
B. Section 03320 — Construction Joints
C. Section 03350 — Concrete Finishing
1.03 QUALITY STANDARDS
A. American Concrete Institute (ACI)
1. ACI 305 - Hot Weather Concreting
2. ACI 306 - Cold Weather Concreting
3. ACI 308 - Standard Practice for Curing Concrete
B. American Society for Testing Materials (ASTM)
1. ASTM C 171— Sheet Materials for Curing Concrete
2. ASTM C 309 — Liquid Membrane -Forming Compounds for Curing Concrete
3. ASTM D 2103 — Polyethylene Film and Sheeting
1.04 SUBMITTALS
Provide data on curing compounds sheet materials and methods of securing sheet materials in
place.
1.05 QUALITY CONTROL
Perform the work in accordance with this Specification and in accordance with applicable
ACI standards. When a conflict occurs between this Specification and ACI occurs, the ACI
standard shall control. The CONTRACTOR shall have a copy of the current applicable ACI
standards on site. All materials shall be used in accordance with the manufacturer's printed
instructions, a copy of which shall be on site.
1.06 DELIVERY, STORAGE AND HANDLING
Robert Benson Dam 03390-1 Concrete Curing
Deliver, store and handle products under the provisions of Section 01650.
Deliver curing materials in manufacturer's original packaging including applicable
instructions and manufacturer's safety data sheets (MSDS).
PART2 PRODUCTS
2.01 SHEET MATERIALS FOR CURING CONCRETE
White burlap -polyethylene sheeting weighing not less than 10 oz/linear yard, 40 inches wide,
impregnated on one side with white opaque polyethylene 0.004 inches thick as specified in
ASTM C 171 shall be used when called out in the Drawings or in other applicable
specifications. The polyethylene shall be securely bonded to the burlap so that there will be
no separation.
2.02 LIQUID MEMBRANE -FORMING COMPOUNDS FOR CURING CONCRETE
Liquid membrane -forming compounds for curing concrete shall and conform to ASTM C
309, Type 1-D with a red or white fugitive dye. Use a white dye unless otherwise directed by
the ENGINEER.
2.03 POLYETHYLENE FILM
Polyethylene film shall conform to ASTM D 2103. The film shall have a thickness of 6 mils
and be a white opaque color.
2.04 LIQUID MEMBRANE FORMING COMPOUND AND EVAPORATIVE RETARDANT
APPLICATORS/ SPRAYERS
Membrane curing and evaporative retardant compounds shall be applied with a sprayer
manufactured by Allen Engineering, Inc., or equal, capable of maintaining a constant
pressure. (Allen.Engineering, Inc., P.O. Box 819, Paragould; Arizona 74450, telephone (800)
643-0095.) Unless otherwise accepted in writing by the ENGINEER, spraying membrane
curing compounds or evaporative retardants by other methods, such as hand pressurized
sprayers, is unacceptable.
2.05 EVAPORATIVE RETARDANT
Confilm manufactured by Master Builders, Inc. or approved equal.
2.06 WATER
Water shall only be used when prior approval is granted by the ENGINEER. Only water that
has been determined to be non -detrimental to concrete shall be used.
Robert Benson Dam 03390-2 Concrete Curing
PART EXECUTION
3.01 GENERAL
Beginning immediately after placement, concrete shall be protected from premature drying,
excessively hot or cold temperatures, and mechanical injury, and shall be maintained with
minimal moisture loss at a relatively constant temperature for the period necessary for
hydration of the cement and hardening of the concrete in accordance with ACI 308,
"Standard Practice for Curing Concrete". The materials and method of curing shall be subject
to review and acceptance by the ENGINEER. Specific curing requirements may be called
out on the Drawings or other Technical Specifications.
Curing shall be continued for at least seven days. Alternatively, if tests are made of cylinders
kept adjacent to the structure and cured by the same methods, moisture retention measures
may be terminated when the average compressive strength has reached 70% of the specified
concrete strength.
When a spray applied membrane -curing compound is used, it shall be applied in two coats
with the second coat applied at right angles to the first coat.
3.02 EVAPORATIVE RETARDANT
An evaporative retardant shall be used during concrete placement for water retaining
structure floor and roof slabs and other slabs larger than.2,500 square feet in size. The
retardant shall be sprayed using a power sprayer at a rate of 10 gallons per 2,000 square feet
after screeding and repeated after the first floating operation. The evaporative retardant shall
not be applied during the final steel troweling operations or after the water sheen has
disappeared from the concrete surface.
3.03 SLABS
For concrete surfaces not in contact with forms, a procedure determined by the ENGINEER
shall be applied immediately after completion of placement and finishing.
3.04 WALLS AND COLUMNS
Moisture loss from surfaces placed against wooden or metal forms exposed to heating by the
sun shall be minimizer) 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 >_ 40' F.
The top of walls and columns not covered by forms shall be cured using a membrane -curing
compound conforming to ASTM C 309 immediately after placement
3.05 OTHER SURFACES
Unless otherwise shown in the Drawings all other surfaces shall be cured using two
applications of a membrane -curing compound conforming to ASTM C 309. The second
application shall be applied at 901 to the first application.
3.06 COLD WEATHER
Robert Benson Dam 03390-3 Concrete Curing
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 lb/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 aspossible and shall not
exceed 5° F in any one hour or 50° F in any 24-hour period.
3.09 PROTECTION FROM MECHANICAL INJURY
During the curing period, the concrete shall be protected from damaging .mechanical
disturbances, such as load stresses, heavy shock, and'excessive vibration. All finished
concrete surfaces shall be protected from damage by construction equipment, materials, or
methods, by application of curing procedures, and by rain or running water. Self-supporting
structures shall not be loaded in such a way as to overstress the concrete.
END OF SECTION
Robert Benson Dam 03390-4 Concrete Curing
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 Mortars
- 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 Ex-
posed to Sulfate Solution - Modified
G. ASTM C 1202 - Electrical Indication of Resistance to Chloride Ion Penetration
Robert Benson Dam 03615-1 Grout
1.04 SUBMITTALS
A. Grout
B. Bonding Agent
C. Curing Compound
1.05 QUALITY ASSURANCE
A. Field Tests
1. When the Owner is to perform grout testing, the Contractor shall assist the
Owner or his concrete testing consultant as requested during the perform-
ance 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.
When required length change tests and fabrication of specimens for cement
based mortar will be performed as specified in ASTM C 1012 at intervals
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 Speci-
fication, 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 Contractor shall
assist the Engineer in obtaining specimens for testing. However, the Con-
tractor 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
.MB 429, Masterkure CR, Masterkure 200W or Masterkure 100W - curing com-
pounds
Robert Benson Dam 03615-2 Grout
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 protected from
water and all other substances that will penetrate packaging.
PART2 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 meas-
uring 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 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 execu-
tion for pre -packaged mortars shall be done according to the instructions and recommenda-
tions 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 pre-
vail in all cases.
Robert Benson Dam 03615-3 Grout
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 condition.
Where applicable, exposed reinforcing steel shall be coated with EMACO P22 rein-
forcing steel bar protection coating prior to patching.
B. Mixing:
Comply with mortar manufacturer's recommendations for water quantity. Mechani-
cally 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
Robert Benson Dam 03615-4 Grout
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 01145-2 Special Project Procedures
DIVISION 5 - METALS
SECTION 05500 METAL FABRICATIONS
Robert Benson Dam
No Text
SECTION 05500
METAL FABRICATIONS
PART1 GENERAL
1.01 DESCRIPTION
A. This section covers items fabricated from metal shapes, plates, sheets, pipe, or cast
metal.
1.02 QUALITY ASSURANCE
A. All materials and Work to conform with applicable provisions of AISC "Steel
Construction Manual', AISC "Specifications for the Design, Fabrication and Erection
of Structural Steel for Buildings" and AISC "Specifications for Structural Joints Using
ASTM A325 or A490 Bolts".
B. Welding procedures, welders and welding operators shall be qualified and certified in
accordance with AWS, maintain welders certification on file at site.
C. Grating and grating treads: Comply with the recommendations in "Metal Bar Grating
Manual' of National Association of Architectural Metal Manufacturers.
1.03 SUBMITTALS
A. Submit Shop Drawings in accordance with Section 01340.
1. Include the following additional items:
a. Shop coating manufacturer with film thickness.
b. Include proper identification of all welds.
C. Complete information regarding locations, type, size and length of
field welds in accordance with "Standard Welding Symbol', A2.4 of
the American Welding Society.
B. Before shipment submit inspection and test reports on welding and high -strength bolted
connections.
1.04 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Delivery.
1. Deliver embedded items in time to permit installation prior to placing concrete
and masonry.
2. Wrap aluminum railings prior to shipment.
3. Prepare all items to avoid damage in transit.
B. Handling.
1. Protect against bending.
2. Protect shop coating.
Robert Benson Dam 05500 - 1 Metal Fabrications
Use suitable equipment.
C. Storage.
I. Place on blocks above ground or water.
2. Support to prevent bending.
3. Prevent collection of water in items.
PART PRODUCTS
2.01 GENERAL
A. Bolts, Anchor Bolts and Expansion Anchors to be suitable for the service conditions.
I. Use hot -dip galvanized or corrosion resistant fasteners where buried,
immersed, in saturated air and in splash zones.
2. Use stainless steel fasteners where noted on Drawings and where specified
with items to be fastened.
3. Use unfinished bolts in all other locations.
4. Use self-locking nuts or lock washers on all bolts.
5. Use stainless steel bolts on aluminum fabrications and all expansion anchors.
2.02 STEEL
A. Plates, shapes and bars.
1. Steel, ASTM A36, except as otherwise indicated.
2. Stainless, ASTM A165, 18-8,
3. Galvanize after fabrication all frames to be set in concrete for gratings and
checked plates.
B. Pipe; ASTM A53,
C. Structural tubing: ASTM A500 or A501, hat -formed structural quality carbon steel,
welded or seamless.
D. Bolts and nuts.
1. High Strength: ASTM A325, Type I or 2.
2. Unfinished: ASTM A307.
3. Stainless Steel: IFI-104, Grade 303 or 305.
4. Galvanized: ASTM A307, bolts with oversized nuts, hot -dip ASTM A153 or
A385.
5. Corrosion resistant: high strength, low alloy steel, ASTM A 325, Type 3. (Cor-
Ten, Usalloy, or equal)
6. Self-locking nuts: IFI-100, Grade A, torque type.
7. Flat Washers: ANSI B27.2, same material as nuts.
8. Lock Washers: ANSI B27.1, spring type.
9. Beveled Washers: AISC; Tablet.
2.03 CAST IRON
Robert Benson Dam 05500 - 2 Metal Fabrications
A. Material: ASTM A48, Class 25.
Kul *IJ51148113
A. Sheet and Plates: ASTM B209, alloy 6061-T6.
B. Pipe: ASTM B429, alloy 6061-T6, or 6063-T6.
C. Castings: ASTM B26, ASTM B85 or Fed. Spec. QQ-A-200/A,
D. Checkered plate: alloy 6061-T6.
2.05 ACCESSORIES
A. Handrail Setting Cement: Hallemite "Por-Rok Cement".
B. Expansion Anchors: Fed. Spec. FF-S-325; wedge type, Group H, Type 4, Class I or 2;
or self -drilling type, Group III, Type I.
C. Anchor Studs: Headed end deformed anchors shall be by Nelson Stud Welding Co.,
KSM Stud Welding Systems, or equal.
2.06 CONSTRUCTION
A. Bolt.
1. Use unfinished bolts except where otherwise noted on Drawings.
2. Use self-locking nuts or look washers on all bolts.
3. Use stainless steel bolts on aluminum fabrications.
B. Weld.
1. Weld continuously all butt and miter joints.
2.. Grind smooth all exposed welds.
3. Provide at least 2-inch effective length not more than 6 inches apart for
intermittent welds.
4. Comply with AWS D1.1.
C. Finishing.
1. Where finishing is indicated, complete the assembly including welding before
finishing.
D. Check holes and connection in shop for proper fit.
E. Provide holes required for fastening other items to structural members and for the
passage of other items through structural members.
F. Mark each separate piece as indicated on fabrication and erection drawings.
G. Mark and match -mark members for field assembly.
H. Provide all field connection bolts, nuts and washers.
Robert Benson Dam 05500 - 3 Metal Fabrications
Grind sharp comers and shear edges. Close exposed ends of steel pipe or tubing with
welded caps.
Clean steel surfaces by power brushing. or blasting; remove weld splatter, flux and slag.
K. Galvanizing.
1. Pickle before galvanizing.
2. Hot -dip after fabrication, ASTM A123, A153 and A385.
L. Expansion Anchors.
1. Install in conformity with manufacturers recommendations for maximum
pull-out force.
2. Provide minimum embedment of not less than four bolt diameters.
3. Provide minimum clear space between holes of not less than 2 times
embedment depth.
4. Provide minimum edge distance to face of concrete of not less than
embedment depth.
M. Anchor bolts.
1. Provide thread length to allow nut on concrete side of forms or template.
2. Provide extra nut for concrete side of forms or template.
N. Substitutions.
1. Where exact sizes and weights called for are not available secure the Engineers
approval of suitable sizes prior to proceeding.
2.07 SHOP COATING
A. Materials.
1. Rust inhibitive shop primer for steel: Cook "391-R-259 Clorocon Barrier
Coat", Mobil "13-R-50 Chromox Q:D. Primer", or Tnemec" 77 Chem-Prirne".
2. Coal tar paint: Koppers "Bitumastic Super Service Black", Porter "Tarmastic
103", or Tnemec "450 Heavy Tnemecol".
B. Applications.
1. Dry and have proper surface temperature.
2. Remove all grease, oil, dirt, rust, loose mill scale and other objectionable
materials.
3. Coat castings with hot -dipped asphalt varnish or coal tar paint.
4. Coat ungalvanized steel with rust inhibitive primer.
5. Coat aluminum with coal tar paint at surfaces that will be in contact with
concrete mortar, or dissimilar metals other than stainless steel.
6. Do not coat zinc coated steel, stainless steel or non-ferrous surfaces.
7. Provide film thickness of 1 1/2 mils for rust inhibitive primer and 6 mils for
coal tar paint.
PART 3 - INSTALLATION
Robert Benson Dam 05500 - 4 Metal Fabrications
3.01 CONNECTIONS
A. Cleanjoint contact surfaces.
B. Assemble as shown on Shop Drawings.
C. Drifting to match unfair holes shall not be permitted.
D. Enlarge holes by reaming with twist drills.
E. Weld or bolt all items securely in place or otherwise fasten as indicated on the
Drawings or reviewed Shop Drawings. Include all items indicated, scheduled or listed
in Part 2. Grind field welds smooth and touch up with primer.
3.02 GRATING
A. Shall lie flat without rocldng.
B. Within 3/16 inch of length and 1/8 inch of width shown on the Shop Drawings.
C. Opposite diagonals less than 1/4 inch difference.
D. Less than 1/4 inch clear space between panels.
E. Anchor securely in place, as recommended in NAAMM manual.
F. Use stainless steel for grating and all accessories.
G. Provide fastening devices to hold grating down.
3.03 ANCHOR BOLTS
A. Set firmly in place by bolting to forms or template.
END OF SECTION
Robert Benson Dam 05500 - 5 Metal Fabrications
PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 05500 - 6 Metal Fabrications
APPENDIX A
GEOTECHNICAL INVESTIGATION
FOR
ROBERT BENSON DAM
FORT COLLINS, COLORADO
No Text
SECTION 01180
UTILITY SOURCES
PART1 GENERAL
1.01 SECTION INCLUDES
A. Names and telephone numbers of affected agencies and utilities in the area are listed
below for the CONTRACTOR'S convenience. The CONTRACTOR assumes all
responsibility of contacting these agencies and verification of telephone numbers.
I.
Water
a. City of Fort Collins
(970) 221-6700
b. Fort Collins — Loveland Water District
(970) 226-3104
c. East Larimer Water District
(970) 493-2044
2.
Sanitary Sewer - City of Fort Collins
(970) 221-6700
Boxelder Sanitation District
(970) 498-0604
South Fort Collins Sanitation District
(970) 226-3104
3.
Stormwater - City of Fort Collins
(970) 221-6700
Larimer County
(970) 498-5700
4.
Natural Resources — City of Fort Collins
(970) 221-6600
5.
Park Planning — City of Fort Collins
(970) 221-6360
6.
Electrical
a. City of Fort Collins
(970) 224-6157
b. Platte River Power Authority (PRPA)
(970) 226-4000
c. Western Area Power Administration (WAPA)
(970) 461-7298
d. Poudre Valley Rural Electric Association (PVREA)
(970) 226-1234
e. Public Service Company (PSC) / Xcel Energy
(800) 895-1999
7.
Engineering — City of Fort Collins
(970) 221-6605
Larimer County
(970) 498-5700
8.
Traffic — City of Fort Collins
(970) 224-6062
Larmer County
(970) 498-5700
9.
Gas - Xcel Energy
(800) 895-2999
10.
Telephone - Qwest
(970) 222-2414
11.
Cable TV - Comcast
(970) 484-7166
12. One -Call Utility Locates 811
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
Robert Benson Dam 01180-1 Utility Sources
GEOTECHNICAL INVESTIGATION
FAIRPORT DAM
AND
ROBERT BENSON RESERVOIR
FORT COLLINS, COLORADO
Prepared For:
Anderson Consulting Engineers, Inc.
772 Whalers Way, Suite 200
Fort Collins, Colorado 80525
Prepared By:
3801 Automation Way, Suite 100
Fort Collins, Colorado 80525
Project No. 181254
December 19,2005
No Text
TABLE OF CONTENTS
1.0 SCOPE...........................................................................................................................................................1
2.0 EXECUTIVE SUMMARY.......................................................................................................................... I
3.0 SITE CONDITIONS.....................................................................................................................................2
4.0 PREVIOUS INVESTIGATION..................................................................................................................3
5.0 PROPOSED CONSTRUCTION.................................................................................................................3
6.0 SUBSURFACE CONDITIONS................................................................................................................... 5
7.0 STABILITY ANALYSES ........................................... :................................................................................ 7
8.0 SEEPAGE ANALYSIS................................................................................................................................9
9.0 DESIGN AND CONSTRUCTION RECOMMENDATIONS.................................................................. 9
10.0 PRELIMINARY COST ESTIMATES....................................................................................................13
. 11.0 LIMITATIONS.......................................................................................................................................... 13
TABLES
Table 1:
Soil Properties for Slope Stability and Seepage Modeling
Table 2:
Calculated Safety Factors, Existing Embankment
Table 3:
Calculated Safety Factors, Proposed Embankment
Table 4:
Filter and Drain Recommendations
FIGURES
Figure 1:
LOCATION MAP
Figure 2:
CLASS II DAM ALTERNATIVE
Figure 3:
SMALLER DAM ALTERNATIVE
APPENDICES
Appendix A:
BORING LOGS
AppendixB:
RESULTS OF LABORATORY TESTING
Appendix C:
SLOPE STABILITY ANALYSES
Appendix D:
SEEPAGE ANALYSES
Appendix E:
PRELIMINARY COST ESTIMATES
No Text
1.0 SCOPE
This report presents the results of our geotechnical investigation for improvements being
considered for Fairport Dam and Robert Benson Reservoir in Fort Collins, Colorado. The scope
of work was described in our proposal P181139 dated May 26, 2005. The purpose of the
investigation was to:
• evaluate the subsurface conditions in the vicinity of the existing dam and
informal embankment areas, and potential adjacent borrow areas;
• obtain geotechnical criteria needed and perform stability and seepage analyses
for feasibility and preliminary design studies for two project alteratives;
• provide preliminary design recommendations; and
• estimate costs associated with the two alternatives.
i
This report was prepared firom data developed during field exploration, laboratory testing,
engineering analyses and experience with similar conditions. The report includes a description of
subsoil and bedrock conditions found hi our exploratory borings, results of computer modeling
performed to evaluate performance of potential design alternatives, preliminary design
recommendations, and discussions of the alternatives as influenced by geotechnical
considerations. Our opinions and recommendations regarding design criteria and construction
details for earth embankment dams, borrow material, slopes, and drainage are provided. These
opinions are summarized in the following paragraphs. More complete descriptions of the
subsurface conditions, results of our field and laboratory investigations and analyses, as well as
our opinions, conclusions and recommendations are included in the subsequent sections of this
report.
2.0 EXECUTIVE SUMMARY
2.1 MFG drilled 6 borings in the existing and proposed embankment areas and the
proposed spillway area. Three test pits were also excavated in potential borrow
areas.
2.2 The borings encountered 4 to 9 feet of silty, moderate to high plasticity clay fill and
up to 2 feet of natural, sandy to silty clay over claystone bedrock to the maximum
depth drilled of 25 feet.
2.3 The test pits encountered 6 to 10 feet of slightly moist, silty to sandy clay over
claystone bedrock. Soils were.similar to the embankment and foundation soils and
are suitable for use as fil 1.
j2.4 Water was not encountered in any of the borings at the time of drilling or when
checked several days after drilling. Water was also not encountered in any of the test
pits. Free water and/or wet, unstable soils may be encountered in the reservoir area
and in excavations for the outlet structure.
2.5 Stability analyses were performed. Calculated safety factors for the existing
embankment ranged from 1.37 to 1.85. For the proposed embankment, minimum
calculated safety factors ranged from 1.34 to 2.05. Details are provided in the report
2.6 Seepage analyses for the proposed embankment indicate seepage will be controlled.
Details and additional discussion are provided in the report.
2.7 Construction recommendations are provided.
3.0 SITE CONDITIONS
Robert Benson Reservoir is located south of Trilby Road and east of College Avenue in Fort
Collins, Colorado. The reservoir is retained by the Fairport dam (DAM ID 040123), a Class II
earthfill dam. In 1973 the State Engineer's Office (SEO) placed a restriction on the storage level
in the reservoir, followed by further restriction in 1987. An inspection and subsequent letter in
1996 documented the poor condition of the dam and indicated that significant improvements
would be required to improve the safety of the dam. We understand a breach order may be
imposed by the SEO if action is not taken to mitigate the current condition.
i
The existing dam consists of two segments separated by a grass spillway: a homogeneous,
earthfill dam on the east side of the reservoir and an informal clay dike on the south and southeast
sides of the reservoir. The dam is approximately 520 feet long and 12 feet wide at the crest, with
a maximum section (measured at the outlet works) of about 11 feet. The upstream face of the dam
has a slope of about 3h:Iv, but it is steeper in some places. The downstream face is estimated at
about 2h:ly, and also has areas that are as steep as about Ih:ly. A masonry outlet works
consisting of a vertical shaft, a clay pipe and a control valve is located near the midpoint of the
dam.
The clay dike is 3 to 10 feet wide, up to about 6 feet high, and about 400 to 500 feet long. It is
overgrown with trees, shrubs, and grass over most of it's length. The current water level of the
reservoir is about 4996 feet. Vegetation consists of grasses, shrubs and small trees on the dam
and surrounding ground. Large cottonwood trees are located nearby, and wetland species
j predominate at and above the current water level. College Avenue (U.S. Highway 287) is located
2
I
immediately west of the reservoir. City owned land (Pelican Marsh Natural Area) is to the east
between the reservoir and Lemay Avenue. A residential subdivision, Provincetowne, is located to
the northeast, and rural residential property is located to the north and south. The general site
location, the configuration of the existing dam and dike, and the locations of borings and test pits
are shown on Figure 1.
4.0 PREVIOUS INVESTIGATION
Parsons & Associates conducted a feasibility study for the reservoir site in 1996. That study
examined several alternatives for the reservoir, but non of the options were constructed. The
Parsons report referenced a geotechnical investigation for the darn performed by Chen &
Associates in 1985. As part of their investigation, Chen drilled four borings in the main
embankment and hand angered two additional borings in the dike. The results of the Chen
investigation were considered in the investigation planning, analysis, and opinions presented in
this report.
5.0 PROPOSED CONSTRUCTION
The City of Fort Collins is considering several alternatives for the area that will address
requirements of the State Engineer's office regarding the dam and consider the preferences of
residents in the vicinity. The alternatives considered in the planning of this investigation were:
• the rehabilitation of the existing dam such that restrictions of the SEO can be
removed and the current reservoir can be maintained or a higher water level
developed; or
• a less extensive dam that can be constructed to retain a smaller area with open
water, as well as maintain or improve wildlife habitat, wetlands, and vegetative
diversity.
These two alternatives are discussed below. Although both are classified as small dams
according to the USBR criteria, they are frequently described herein as the large dam alternative
and the small dam alternative in a relative sense.
3
} 5.1 Class 11 Dam Alternative
The larger dam alternative would allow the impoundment of about 280 acre feet of water on 41
acres, with a maximum depth estimated at about 8 feet. High water level would be 4999 feet.
The existing dam would need to be reconstructed, and a new outlet works and spillway added.
The new dam would have a crest elevation of about 5,004.5 feet, and would extend from a similar
elevation near the northeast corner of the reservoir area to the southeast, then curve west through
the area currently occupied by the informal dike to connect with the existing higher topography to
the west. The preliminary design is for a homogenous clay embankment approximately 1,762
feet long and 14 feet wide at the crest. It would have a maximum section of 1 I feet measured
from the crest to the ground surface at the outlet works on the downstream face. The slope of the
upstream dam face would be flattened and reconstructed at a 3h:Iv slope using borrow material
from Pelican Marsh Natural area to the east. Using the same borrow source, the crest would be
widened to 14 feet and the downstream face reconstructed at a 2.5h:1v slope. The crest would be
surfaced with aggregate base course and would slope towards the reservoir at 2 percent. The
spillway would be located near the southeast corner of the existing dam. The downstream face
i
would be planted with grass, and the upstream face would be protected with rip rap, revetment, or
similar materials. A filter and drain would be constructed at the toe of the downstream face for
about 600 feet of the length of the dam where the topography is lower than the proposed water
surface. Design and construction recommendations are presented below in section 9. Figure 2
shows the approximate limits of the large dam alternative and a section north of the existing
outlet works.
5.2 Small Dam Alternative
The smaller dam alternative would retain approximately 162 acre feet of water on 16 acres, with
several smaller ponds interspersed with wetland and riparian areas. The spillway and outlet
works would be reconstructed, and the existing dam would be lowered to a crest elevation of
5002 feet. The existing upstream and downstream faces would maintain their existing slopes, but
would be regraded and recompacted. The water surface would remain lower than the existing
ground surface adjacent to the dam, and a new drain is therefore not proposed. The smaller
alternative would require extensive grading and revegetation in the former reservoir area. Figure
3 shows the proposed configuration of the small dam alternative.
:1
6.0 SUBSURFACE CONDITIONS
Subsurface conditions were investigated by drilling three test holes in the existing dam, two test
holes in the dike, and a boring in the spillway area. Three test pits were also excavated in the
Pelican Marsh Natural Area to the east of the reservoir to evaluate that area as a potential borrow
source. The approximate locations of the borings and test pits are shown on Figure 1. Logs of
the borings, including results of field penetration resistance tests, are shown in Appendix A.
Soils encountered were silty clay fill, natural silty and sandy clay, and claystone bedrock.
Samples obtained during drilling were returned to our laboratory and visually examined by a
geotechnical engineer. Laboratory testing on comparatively undisturbed samples included natural
moisture content and dry density, swell -consolidation, unconfined compressive strength, direct
shear, Atterberg limits, pinhole dispersion, water-soluble sulfates, and permeability tests.
Samples from the borrow area were classified using index tests, and additional testing was
performed on samples proposed for use as embankment materials, including standard Proctor
compaction, swell/consolidation, remolded permeability, unconfined strength, and direct shear.
Results of laboratory tests are presented in Appendix B and summarized on Table B-I. The soils
are described below.
6.1 Clay Fill
Our borings in the existing dam and dike encountered 4 to 9 feet of silty, moderate to high
plasticity clay fill. Standard penetration resistance tests indicate blow counts of 10l12 to 23l12 in
the fill, indicating generally a very stiff consistency. Laboratory densities ranged from 86 pcf
(MFG-1 at 2.5 feet) to 116.4 pcf (MFG-5 at 4 feet). The average dry density was 103.9 pcf (97
percent of the standard Proctor maximum dry density determined for a sample of the borrow
material in the laboratory). Moisture content of the fill ranged from 9 to 22 percent. Atterberg
limits testing indicated liquid limits of 39 to 54 and plastic indices of 26 to 40. Samples tested
had 68 to 93 percent silt and clay sized particles (passing the number 200 sieve). The
permeability of a comparatively undisturbed sample (obtained from a California liner) at a depth
of 4 feet in the existing dike was 7.1 x 10-8 cm/sec. Unconfined strengths of 2,700 and 6,200 psf
were treasured at a depth of 2.5 feet. Direct shear tests on a sample of the fill at 4 feet indicated
peak strength values for c and phi of 391 psf and 36 degrees, and ultimate strength values for c
and phi of 178 psf and 30 degrees. A sample from a depth of 2.5 feet swelled 6.9 percent when
wetted after application of a 500 psf pressure. Water soluble sulfates were measured at 0.11
5
percent in a sample indicating a severe potential for attack of concrete exposed to site soils. A
pinhole dispersion test (ASTM D 4647) performed on a sample of the existing embankment
(MFG-2 at 4 feet) did not indicate a potential piping concern for the site soils.
6.2 Natural Clay And Borrow Soil
A two foot thick lense of natural, sandy clay was encountered below the fill in MFG-2. Five to 8
feet of weathered claystone was encountered in three of the borings. The upper surface of the
bedrock was also weathered to a very stiff clay in all three of the test pits. A sample of the in -situ
weathered bedrock from MFG-4 at 9 feet had a measured coefficient of permeability of 1.7 x 10-s
cm/sea
The natural clays and weathered bedrock from the borrow area east of the reservoir site were
combined and tested for comparison with the soils that make up the existing embankment.
Atterberg limits tests showed liquid limits of 39 to 55 and plasticity indices of 25 to 40, with 65
to 85 percent passing the number 200 sieve. A sample remolded to approximate embankment
conditions (95 percent compaction at 1 percent above optimum moisture content had a 0.2
percent swell potential under a 1000 psf pressure, a coefficient of permeability of 2.8 x 10-8
cm/sec, and an unconfined compressive strength of 3100 psf. A direct shear test indicated peak
strength values for c and phi of 320 psf and 22.4 degrees, and ultimate strength values for c and
phi of 302 psf and 22.5 degrees.
These results and our observations indicate the available borrow soils located in Pelican Marsh
natural Area east of Robert Benson reservoir are similar to the existing embankment materials
and are suitable for use as fill for an enlarged dam.
6.3 Bedrock
Comparatively unweathered claystone bedrock of the Pierre Shale was logged at depths of 8 to 12
feet below the current ground surface in all the exploratory borings. Sandstone lenses or very
sandy claystone lenses were encountered in 3 of the borings, but claystone predominated. Test
pits did not encounter unweathered materials to the depth excavated. A claystone sample tested
had a liquid limit of 56 and a plasticity index of 38, with 96 percent passing tine number 200
sieve. Another sample tested swelled 3.2 percent when wetted with an inundation pressure of
1000 psf. A sample of the weathered bedrock from MFG-4 at 9 feet had a measured coefficient
of permeability of 1.7 x 10-8
cm/sec. Borings indicate that weathered and comparatively
C
END OF SECTION
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Daze 01180-2 Utility Sources
unweathered claystone would be the foundation for a new or enlarged dam at the site. Test results
indicate these materials are suitable as a dam foundation.
6.4 Water
Free water was not encountered in any of the borings or test pits. Moisture content of the
laboratory samples were generally several percentage points below the anticipated optimum
moisture content of the clay soils, and bedrock samples were logged as slightly moist to moist.
These conditions suggest that Robert Benson reservoir is likely the result of runoff or other
perched water that has flowed into the area and does not flow out rather than groundwater that
would naturally surface in the area. This may be an important distinction in planning the
vegetation and potential success of the area as a wetland if the dam is breached or removed. For
i
construction planning, wet areas and soft unstable soils are likely in the reservoir area and in
excavations such as that needed for the outlet structure.
7.0 STABILITY ANALYSES
The upstream face of the existing embankment has a variable slope as steep as Ih:Iv in some
areas, according to a previous investigation (Chen, 1985). The downstream face is also variable
and includes areas where erosion has resulted in steep slopes. Both slopes will require mitigation
during construction that is discussed below in section 9. For our analyses of the existing slopes
we used the maximum section of the embankment measured near the outlet works (see Figure 2).
Using soil profiles and strength parameters conservatively estimated from our investigation, we
modeled the existing embankment using SLOPE/W software by Geoslope international and
Spencer's method. We used a 2.75h:ly slope for the upstream face and a 2.5h:ly for the
downstream face. Soil properties used in the analyses are summarized below:
Table 1. Soil Properties for Slope Stability and Seepage Modeling
Soil Description
Total Unit Weight
Cohesion, c
Phi Angle, do
(Pcf)
(PSI)
(degrees)
Silty clay fill and
120
100
18
native clay
Weathered
cla stone/claystone
135
200
24
7
We performed analyses for the existing water level condition, for a condition in which the water
level was approximately 3 feet below the existing crest, and for a rapid drawdown condition.
Calculated minimum factors of safety are presented below in Table 2.
Table 2. Calculated Safety Factors, Existing Embankment
Condition
Calculated Minimum Safety Factor
Upstream Face
Downstream Face
Existing
1.85
1.75
High Water Surface
1.46
1.50
Rapid Drawdown
1.37
1.50
These data indicate the slope is stable in the current configuration with a low water level,
however it does not meet minimum safety factor requirements for high water level. Further, the
darn and dike do not meet current dam safety regulations or commonly accepted design
guidelines, and the condition of the dam has been reported as unacceptable by the SEO.
For the reconstruction and enlargement to meet current standards for a Class II dam, we modeled
the upstream face as 3h:ly and the downstream face at 2.5h:Iv. The crest was widened to 14 feet
and a toe drain and filter were added. We assumed the existing embankment condition will be
repaired and borrow soils with properties similar to those of the existing soils will be used to
construct the new slopes. We used a crest elevation of 5004.5 feet. For the high water condition
we assumed 3 feet of freeboard. We modeled the water as a no -strength material having a unit
weight of 62.4 pef. For seismic loading we used a pseudo -static analysis with a coefficient of
0.05. Calculated minimum safety factors for the proposed design are presented in Table 3 below.
Printouts from the software analyses are included in Appendix C. Recommendations for
embankment rehabilitation and construction are presented in section 9 below.
E
Table 3. Calculated Safety Factors, Proposed Embankment
Condition
Calculated Minimum Safety Factor
Upstream Face
Downstream Face
End of Construction
2.05
1.94
High Water Surface
2.31
1.63
Rapid Drawdown
1.56
1.83
High water level, w/ Seismic loading
1.84
1.50
Rapid Drawdown, w/ Seismic loading
134
1.49
8.0 SEEPAGE ANALYSIS
The dam section and soil properties described above in Section 7.0 were used to model seepage
conditions for the proposed dam design using SEEP/W software by GEOSLOPE
INTERNATIONAL, Ltd. For our analysis, we assumed a maximum water level three feet below
the dam crest at the maximum section. A coefficient of permeability of 4.95 x 10-6 cm/sec and a
permeability function developed by MFG for the Pierre Shale in the Colorado Front range were
used to model seepage through the embankment. The analysis indicates the reconstructed
embankment and proposed filter and drain will control internal erosion and seepage as required.
Output from the computer model is included in Appendix D.
9.0 DESIGN AND CONSTRUCTION RECOMMENDATIONS
Both alternatives proposed for Robert Benson Reservoir will rely on the reconstruction of the
existing homogeneous clay earthfill dam. The following design and construction
recommendations are generally described in terns of the larger, class 11 dam alternative.
However, stripping, excavation and fill procedures, erosion protection and other
recommendations should be assumed to apply to the smaller dam alternative as well, unless
specifically noted.
9.1 Foundation and Embankment Preparation
The existing embankment must be stripped of all topsoil, organics, and other deleterious materials
and thoroughly inspected for evidence of cracking, poor soil condition, existing rip rap zones,
organic material, roots or other unacceptable conditions. We assumed a minimum of 6 to 12
inches of existing soil would be removed and stockpiled for reuse as topsoil. The upper one foot
of existing soil below that should be scarified, processed to a uniform condition, examined by a
7
geotechnical engineer for suitability, and recompacted if it is acceptable. The bases of fills
should be moisture conditioned to within 1 percent below to 2 percent above optimum moisture
content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM
D698), Areas where unsuitable material are encountered should be over -excavated to a depth
sufficient to completely remove the unacceptable soil, then the area should be processed as
described above. hi the area of the informal dike, tree, stump, and root removal will be an
important component because of the abundance large, mature trees and other vegetation.
If fill is to be placed on slopes greater than 2 percent, the fill should be keyed into the existing
slope at least I foot deep and eight feet wide. The Class II dam alternative will have a
downstream slope of 2.5h:ly and an upstream slope of 3h:ly, and a crest width widened to 14
feet. The smaller dam alternative will have the upper several feet removed to lower it to the
design elevation, but the slopes will not be modified except by the re -grading and recompaction
described above. Both dam alternatives will have emergency spillways designed and constructed
by others. Anticipated grading of the spillways, preliminary embankment grading, and dam cross
sections are shown on Figures 2 and 3.
The City owned property east of the reservoir site is an acceptable source of borrow for the
proposed embankment. The topsoil should be stripped at least 6 inches deep and the area
examined by a geotechnical engineer to confirm the soils are lean clays similar to the existing
embankment soils. Materials found in our test pits can be excavated using conventional heavy-
duty construction equipment. If soil variability or deeper than anticipated excavations encounter
cemented sandstone lenses in the bedrock, specialized excavation equipment or techniques may
be needed. If such conditions are encountered, the material may not be suitable as fill for the
embankment.
Fill should be moisture conditioned to between 1 percent below and 2 percent above optimum
moisture condition and compacted in 8 inch maximum loose lifts to at least 95 percent of standard
Proctor maximum dry density as determined according to ASTM D 698. If soft, unsuitable, or
yielding materials or areas are encountered during this process, they should be removed and
replaced with suitable fill. Fill placement and compaction activities should not be conducted
when the fill material or subgrade is frozen. The fill placement and compaction should be
observed and tested by a qualified geotechnical engineer or their designated representative.
10
1
If excavations are made into the reservoir area upstream of the dam, soft, wet soils or perched
water may be encountered. We recommend test excavations in these areas several weeks before
the constriction to determine if wet or unstable conditions are likely. If water or soft, wet soils
are encountered, we recommend temporarily lowering the water level in these areas to at least 3
feet, and preferable 5 feet below the ground surface prior to constriction to reduce potential
instability. Dewatering can be accomplished by excavating a trench that slopes to a sump where
water can be removed by pumping. Soft, wet soils or free water may also be encountered during
excavation to replace the outlet piping.
If soils are to be imported for use in this project, the properties should be thoroughly evaluated for
compatibility and consistency with the design assumptions in this report. Samples of any soils
proposed for importation should be provided to us for examination, testing, and verification
engineering properties prior to importing them to the site so that we can provide our opinion as to
the suitability of the material for its intended use.
9.2 Drain
The class H dam alternative will require a drain to maintain seepage conditions below the toe of
the proposed embankment. For our preliminary design and estimating purposes we assumed a 6
inch diameter pipe and a drainage envelope that extends a minimum of 2 feet above and to each
side of the pipe, with at least 6 inches of drain rock below the pipe as bedding. The drain rock
should be surrounded by a two foot thick filter layer extending up and away from the drain rock
at a slope of lh:ly. Recommended drain rock and filter gradations are presented in Table 4
below.
Table 4. Filter and Drain Recommendations
Sieve size
Percent Passing for Each Material
Drain
Filter
1 %, inch
100
100
Iinch
95-100
95-100
/, inch
25-60
-
No. 4
0-10
30-65
No. 8
-
25-55
No. 200
0-5
3-15
The drain pipe should be placed 6 feet upstream from the toe of the proposed downstream slope.
It should begin where the downstream toe of the embankment intersects the 5001 foot elevation
and slope down at 1 percent to a suitable outfalI to the south.
The smaller dam alternative would result in a water surface elevation that is lower than the
existing ground in all areas. Therefore we do not anticipate a drain would be required for that
alternative.
9.3 Excavations
Deep excavations are not anticipated. However, trenching may be required to remove and
reconstruct the outlet works. If trenches are excavated, the sides should be sloped or shored to
meet local, State and federal safety regulations. Based on our investigation and OSHA standards,
we believe the site soils are predominately stiff to very stiff clays with occasional sand lenses that
will classify as Type C soil, according to OSHA standards. Type C soils require a maximum
slope inclination of 1.5:1 in dry conditions. Excavation slopes specified by OSHA are dependent
upon types of soil and ground water conditions encountered. The contractor's "competent
person" should identify the soils encountered in the excavation and refer to OSHA standards to
determine appropriate slopes. Stockpiles of soils and equipment should not be placed within a
horizontal distance equal to one-half the excavation depth, from the edge of excavation.
Excavations deeper than 20 feet should be braced or a professional engineer should design the
slopes. Temporary slopes (slopes for excavations that will remain open for less than two weeks)
should not be steeper than 1.5 to 1 (horizontal to vertical) in dry soil conditions. If water is
encountered during excavations, slopes will cave to flatter angles and bracing, shoring, de -
watering, and/or other techniques may be necessary.
9.4 Slope and Erosion Protection
Recommendations for preparation of the ground in fill areas were described above in Section 9.1
of this report. Slopes and other areas that will need to be protected from erosion, such as the
spillway, should be similarly prepared. A sand layer at least 12 inches thick should be placed and
compacted in areas to receive rip rap. Rip rap should be 18 inches nominal diameter, if used. If a
manufactured product such as revetment is used, manufacturers recommendations should be
followed for base preparation and product installation.
12
We assumed the downstream face of the embankment will be seeded and will not require
additional erosion protection. We recommend the dam crest slope slightly towards the reservoir
on the order of 2 percent to limit the potential for erosion on the less protected downstream face
of the dam.
9.5 Outlet Works
We assumed the existing outlet vault, pipes and valve will need to be removed and a new system
designed and constructed as part of the project. Erosion protection will be needed upstream and
downstream of the outlet structure. If soft or unsuitable soils are encountered they should be
removed and replaced during the construction. Pipe should be properly bedded; however low
permeability barriers should be installed at intervals (two minimum) along the pipe alignment.
The water barriers should extend at least 2 feet into the surrounding clay soils on all sides of the
pipe and trench to reduce the potential seepage through the trench. The cutoff wall can be
constructed of low permeability clay soil compacted to approximately 98 percent of standard
Proctor maximum dry density (ASTM D 698) and within 1percent below to 2 percent above
optimum moisture content, or it can be constructed by excavating a trench of the proper
dimension and filling it with concrete. We do not recommend controlled low strength material
(CLSM or "flow fill') for this application because the permeability can be much greater than that
of the surrounding soil.
10.0 PRELIMINARY COST ESTIMATES
MFG prepared preliminary cost estimates for earthwork associated with the class II dam and the
smaller dam alternative. These estimates are suitable for preliminary planning and budgeting
purposes. Spreadsheets detailing anticipated costs are presented in Appendix E.
11.0 LIMITATIONS
Our borings were spaced to obtain a reasonable picture of subsurface conditions. Variations in
the subsoils not indicated in our borings are possible. This report was prepared from data
developed during our field exploration, laboratory testing, engineering analysis and experience
with similar conditions. Our calculations and designs were based on assumptions of ground
conditions, proposed scopes of work, and contractor capabilities and methods. Our representative
should observe the excavation of the embankment to look for evidence that would indicate
13
differences in subsurface conditions from those described in this report. If any of the conditions
change, or if information becomes available that would alter our assumptions or our calculations,
the opinions presented in this report should be considered invalid until we have been contacted to
review our recommendations.. We should review plans and specifications during the design, and
should observe the construction to confirm soils are as we anticipated from our borings.
Placement and compaction of compaction fill, backfill, subgrade and other fills should be
observed and tested by a representative of our firm during construction.
We believe this investigation was conducted in a manner consistent with that level of skill and
care ordinarily used by members of the profession currently practicing under similar conditions
in the locality of this project. No warranty, express or implied, is made. If we can be of further
service in discussing the contents of this report or in the analysis planned project from the
geotechnical point of view, please call.
MPG, Inc.
i
Thomas A. Chapel, CPG, PE
Senior Geotechnical Engineer
TAC:kmh
(2 copies sent)
14
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CITY OF FORT COLONS
ROBERT BENSON RESERVOIR FAIRPORT DAM
FIGURE 2
CLASS 11 DAM
NORTH ALTERNATIVE
SCALE IN FE17- PROJECT: 181254 DATE: DEC. 2505
dh
pzs2m� REV- BY: MCLICHECKED TAC
0 MFG, Inc.
cnnsutting =leMis& and ..qlne
SECTION 01270
MEASUREMENT AND PAYMENT
PART GENERAL
1.01 SECTION INCLUDES
A. The work performed under this Agreement shall be paid for on both a Unit Price basis
and Lump Sum basis for individual line items at the rates for the respective items on the
Bid Schedule. 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 for unit price bid items
may differ from the estimated quantities. The basis of payment for work and materials
bid as a unit price will be the actual amount of approved work done and materials
famished.
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 unit price bid for the associated items in the Bid Schedule. Except as may be
otherwise stipulated, no material, labor or equipment will be famished by the OWNER
The quantity of work which will be considered for payment is the actual number of units
completed in accordance with all relative Specifications. This basis of measurement and
payment for each proposal item will be described below. The following provides a
general listing of contract bid items along with a brief summary of the work and
materials included, but not limited to, in the unit price or lump sum price for each bid
item. Refer to the Specifications and Drawings for additional information.
1.02 PAY ITEMS
Mobilization and Field Overhead
No unit measurement for payment will be made for any of the work, materials
and equipment required for mobilization and field overhead. This work consists
of the mobilization of personnel, equipment and supplies at the project site in
preparation for work on the project. This item shall include the establishment of
the CONTRACTOR'S offices, buildings and other necessary facilities, and all
other costs incurred or labor and operations which must be performed prior to
beginning the other items under the Contract. This item shall also include
temporary fencing around project work and driving areas, and any other
fencing/security items as deemed necessary by the CONTRACTOR. This item
also includes obtaining permits and CONTRACTOR testing. This item may also
include provision of required bonds, insurance and preparation of the project
schedule. The removal of the CONTRACTOR's equipment, supplies, excess
materials, and cleanup of the site are also included in this item.
Payment will be made as the work progresses. Fifty percent (50%) of the lump
sum bid price will be paid at the time of the first monthly progress payment. An
additional thirty percent (30%) will be paid when one-half the original contract
amount is earned. The remaining twenty percent (20%) will be paid upon final
acceptance of the project. The total amount for mobilization shall not exceed
five percent (5°/u) of the total bid.
Robert Benson Dam 01270-1 Measurement and Payment
No Text
No Text
APPENDIX A
BORING LOGS
BOREHOLE
LOG
BOREHOLE
MFG, Inc.
NO.:
=o sulfine sclendsts and enpineem
PAGE: 1 OF 2
MFG-1
DATE: 8/19/05
PROJECT INFORMATION
BOREHOLE LOCATION
PROJECT: ROBERT BENSON RESERVOIR DAM
PROJECT NO.: 181254
CLIENT: ANDERSON CONSULTING ENGINEERS-....-.-.,"-
EXISTING.
;�." :f�':' '• OUTLET '.
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGEAVENUEAND CARPENTER ROAD
FORT COLLINS, CO,.;p
"' "• "' •',
EXISTING DAM "`� �-�;=• `_`_".; •.'
•'� , --: "'
ROBERT BENSON � i � -�,"�;t `•\ --
FIELD INFORMATION
RESERVOIR
DATE BTIME ARRIVED: 8/19/05-8:O0AM
i
BOREHOLE LOGGED BY: JMC
VISITORS: NONE
WEATHER: SUNNY, 85'
;yy?yy5 . _.......
= NOT TO SCALE
DRILLING INFORMATION
DRILLING COMPANY: DRILLING ENGINEERS, INC.
START TIME: 8:154M
BORING DEPTH: 19.5' BORING DW.: 4.25'
DRILLING METHOD: CME 55, 4" SOLID STEM AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILLING COMPLETE: 9:00AM
BOREHOLE COMPLETION / ABANDONMENT INFORMATION
START TIME: 8:15AM COMPLETE TIME: 9:15AM
INSTRUMENTATION: NONE BACKFILL: CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 9:20AM TIME LEFT SITE; 2:OOPM
NOTES:
MFG, Inc. BOREHOLE LOG BOREHOLE
No.:
ronaun7ng sckn(4Gt end engineers PROJECT: BENSON RESERVOIR DAM PAGE: 2 OF 2
II PROJECT No.: 181254 DATE: 8119105 MFG-1
DNE SAMPLES
DEPTH CORE RHOLOGY
(FT)RECOV. SAMPLRA0YL L
E BLOWS GRAPHIC SOIL DESCRIPTION
TYPE IPER B'J RECOV.
G
TALL GRASS AT SURFACE
1
2
3
4
5
6
7
B
9
10
11
12
13
14
15
16
17
16
19
20
SILTY CLAY FILL (0 TO APPROX. 7')
SLIGHTLY MOIST, BROWN (7.5YR 514). MEDIUM STIFF SILTY CLAY, TRACE SAND,
WHITE PRECIPITATE, ROOT FIBERS.
_ _ _
WEATHERED CLAYSTONE (APPROX. 7' TO APPROX. 12l
MOIST, BROWN (7.5YR 4/4), HARD WEATHERED CLAYSTONE, TRACE TO SOME
FINE SAND AND SILT.
_ _ _ _ _ _ _ _ _ _ _ _ _
CLAYSTONE (APPROX. 12' TO APPROX. 14.5')
MOIST, BROWN (7.5YR 4/4), HARD CLAYSTONE, TRACE SILT.
_____. _-___-____ ____
SANDY CLAYSTONE (APPROX. 14.5' TO E.O.B.)
SLIGHTLY MOIST, BROWN (7.SYR 5/3), HARD SANDY CLAYSTONE.
E.O.B. = 19.5'
CA
B
A
2
3
2
12"
CA
B
A
3
4
7
14"
CA
B
A
10
26
50
10"
_
CA20
A
5ON,
10
CAA
50/6'
6'
BOREHOLE
LOG
BOREHOLE
MFG, Inc.
NO.:
cvnwltkV =a Mists and enp�
PAGE: 1 OF 3
MFG-2
DATE: 8119105
PROJECT INFORMATION
BOREHOLE LOCATION
PROJECT: ROBERT BENS RESERVOIR DAM
PROJECT NO.: 181254
CLIENT: ANDERSON CONSULTING ENGINEERS
EXISTING
OUTLET '.
.a`•n..; -'_ ,WORKS ;
..._''
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGE AVENUE AND CARPENTER ROAD
TY
EXISTING DAM I ,r,'==;,_,;;.
FORT COLLINS CO
lz
ROBERT BENSON �:
FIELD INFORMATION
RESERVOIR ( c%'., •,' , `,,.; .,, .,;'
DATE 8 TIME ARRNED: Bt1905- B:OOAM
JMC
' �;�w ':'--'•
BOREHOLE LOGGED BY:
/-',; !' :;
VISRORS: NONE
—_:; -
WEATHER: SUNNY, 85°
-._.... , .'..-...-.-..,` NOT TO SCALE
DRILLING INFORMATION
DRILLING COMPANY: DRILLING ENGINEERS INC.
.,
STARTTIME: 9:30AM
BORING DEPTH: 24,5'
BORING DIA.: 4.25"
DRILLINGMETHOD: CME 55,4" SOLID STEM AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILLING COMPLETE: 10:25AM
BOREHOLE COMPLETION / ABANDONMENT INFORMATION
START TIME: 9:30AM
COMPLETE TIME: 10:30AM
INSTRUMENTATION: NONE
BACKFILL: CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 10:35AM
TIME LEFT SITE: 2:OOPM
NOTES:
_
MFG, Inc.
a Wlffng 8a nl/sts end englne
BOREHOLE LOG
BOREHOLE:
NO.:
PROJECT: BENSON RESERVOIR DAM PAGE: 2 OF 3
PROJECT NO : 181254 DATE: B/19/05
MFG-2
DEPTH
(F(
CORE
RECOV.
DRNE SAMPLES
i
ADO'L
SAM
•
LITHOLOGY
GRAPHIC
"
SOIL DESCRIPTION
SAMPLE
TYPE
BLOWSCOV
(PER
n �
(
D
TALL GRASS AT SURFACE
.
SILTY CLAY FILL (0 TO APPROX. 9')
1
SLIGHTLY MOIST, LIGHT YELLOWISH BROWN (10YR 6/4), STIFF SILTY CLAY FILL,
TRACE GRAVEL AND SAND, WHITE PRECIPITATE.
2
3
CA
8
A
4
4
6
6"
4
CA
4
5
B
A
6
6
10"
6
7
8
9
— — — — — — — — — — — — — —
10
CA
A
5
11
10"
— _
_—
— —
CLAY (APPROX. 9' TO APPROX. 11')
MOIST, DARK YELLOWISH BROWN 00YR 414), VERY STIFF CLAY, TRACE GRAVEL
AND SILT.
11
_
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _ _ _ --
CLAYSTONE (APPROX. 11' TO E.O.B.)
i
12
MOIST, YELLOWISH BROWN (10YR W4) AND BROWN (10YR SYJ), HARD
CLAYSTONE, TRACE FINE SAND AND SILT, OXIDATION.
.
14
15
16
CA
B
A
19
33
50
10"
17
I
18
I
19
120—A
CA
27
B
33
6"
5W""
BOREHOLE LOG
BOREHOLE
MFG, Inc.
NO.:
conaueeing aGenHan and engineers
PROJECT: BENSON RESERVOIR DAM PAGE: 3 OF 3
PROJECTNO.: 181254 DATE: 8/19M5
MFG-2
DRNE SAMPLES
DEPTH
(FT)
CORE
RECOV.
ADOL
SA6PL
UTHOLOOY
GRAPHIC
SOIL DESCRIPTION
SAMPLE
TYPE
BLOWS
(PER V)
RECOV.
20
CLAYSTONE (APPROX. it' TO E.O.B.)
SEE DESCRIPTION ON PREVIOUS PAGE.
—21
— 22
— 23
— 24
CA, A
SW8'
6'
—
E.O.B. = 24.5'
— 25
— 26
— 27
— 28
— 29
— 30
31
C32
33
34
35
36
37
38
39
40
BOREHOLELOG
MFG, Inc.
conaWflnD aGenWfs and enp/neen;
PROJECT INFORMATION
PROJECT: ROBERT BENSON RESERVOIR DAM
PROJECTNO.; 181254
CLIENT: ANDERSON CONSULTING ENGINEERS
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGEAVENUEAND CARPENTER ROAD
FORT COLLINS, CO
FIELD INFORMATION
DATE 8 TIME ARRIVED: 8119/05 - 8:OOAM
BOREHOLE LOGGED BY: JMC
VISITORS: NONE
WEATHER: SUNNY, 85"
PAGE: 1 OF 2
DATE: W9105
BOREHOLE LOCATION
1: r
;r%i,
l
EXISTING DAM
ROBERTSENSON
RESERVOIR f
DRILLING INFORMATION
DRILLING COMPANY: DRILLING ENGINEERS, INC.
STARTTIME: 11:30AM
BORING DEPTH: 15.5' BORING DIA.: 4.25"
DRILLING METHOD: CME 55, 4"SOLID STEM AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILLING COMPLETE: 12:05PM
BOREHOLE COMPLETION /ABANDONMENT INFORMATION
START TIME: 11:30AM COMPLETE TIME: 12:1OPM
INSTRUMENTATION: NONE BACKFILL; CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 12:15PM TIME LEFT SITE: 2:OOPM
NOTES:
BOREHOLE:
NO.:
MFG-3
NOT TO SCALE:
MFG, Inc.
c utting sclsnf sM and enpine
BOREHOLE LOG
BOREHOLE
NO.:
MFG-3
PROJECT: BENSON RESERVOIR DAM PAGE: 2 OF 2
PROJECT NO.: 181254 DATE: 6119105
DEPTH
(FT)
CORE
RECOV.
DRIVE SAMPLES
ADD'L
S°�
LITFIOLOGY
GRAPHIC
SOIL DESCRIPTION
SAMPLE
TYPE
BLOWS
(DERV)
R��'
TALL GRASS AT SURFACE
0
1
2
3
4
5
6
7
8
9
10
11
12
14
15
16
17
18
19
20
SILTY CLAY FILL (0 TO APPROX. 4.5')
SLIGHTLY MOIST, YELLOWISH BROWN (1 OYR 516), VERY STIFF TO HARD SILTY
CLAY FILL, TRACE FINE SAND, OXIDATION.
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
WEATHERED CLAYSTONE (APPROX. 4.5' TO APPROX. 131
MOIST, YELLOWISH BROWN (10YR 5/6), HARD WEATHERED CLAYSTONE, TRACE
FINE SAND AND SILT, OXIDATION.
_ _ _ - - - _ _
CLAYSTONE (APPROX. IXTO E.O.B.)
MOIST, YELLOWISH BROWN (tOYR 5/6), HARD CLAYSTONE, TRACE FINE SAND
AND SILT, OXIDATION.
E.O.B.= 15.5
CA
B
A
4
9
14
w
rA
6
13
24
tal
CA
B
A
11
19
19
10'
CA
B
A
12
26
40
10'
Pay Item Pay Unit
Mobilization and Field Overhead LS
2. Traffic Control
No unit measurement for payment shall be made for any of the materials, work,
and equipment required. The payment shall be total compensation for all labor,
equipment, materials, maintenance, and all incidentals necessary to prepare,
implement, and maintain the approved Traffic Control Plan in accordance with
the Drawings and accepted Traffic Control Plan. The work also includes but is
not limited to the installation and maintenance of all required barricades and
signs.
Payment will be made as work progresses. Fifty percent (50%) of the lump sum
bid price will be paid when twenty five (25%) of the original contract amount
has been earned; an additional thirty percent (30%) will be paid when fifty
percent (50%) of the original contract amount has been earned; and the
remaining twenty percent. (20%) will be paid upon final acceptance of the
project.
Pay Item _ Pav Unit
Traffic Control LS
3. Clearing and Grubbing
No measurement for payment shall be made for any of the materials, work, and
equipment required. Payment will be made as work progresses on a percentage
lump sum basis.
The payment shall be total compensation for all labor, equipment, materials,
maintenance, and all incidentals necessary to prepare, implement, and conduct
the clearing and grubbing, in accordance with the Drawings and Specifications,
including all costs associated with the disposing of materials off -site.
Pay_Item Pav Unit
Clearing and Grubbing LS
4. Reservoir Dewatering
No unit measurement for payment will be made for this work. Work includes all
equipment, temporary power, labor and materials for implementation of
measures to control surface water and groundwater. Pay item also includes all
work necessary to obtain the required Stormwater Management Permit and the
Construction Dewaterin Pg ermi from the Colorado Department of Health. Also
included are all equipment, labor and materials for evaluation, design,
construction, and monitoring of dewatering.
Robert Benson Dam 01270-2 Measurement and Payment
BOREHOLE LOG
MFG, Inc.
BOREHOLE
NO.:
c su/fing sdentws and englh"m
PAGE: - ! OF 2
DATE: 8/19/05
MFG-4
PROJECT INFORMATION
BOREHOLE LOCATION
PROJECT: ROBERT BENSON RESERVOIR DAM
%.
PROJECT NO.: 181254
Sri
+
CLIENT: ANDERSON CONSUL77NG ENGINEERS
EXISTING.
\ 'i OUTLET
WORKS
OWNER:. CITY OF FORT COLLINS"=
LOCATION: N.E OF S. COLLEGE AVENUEAND CARPENTER ROAD
EXISTING DAM
FORT COLLINS, CO
ROSERTSENSON + i + �:...., •,;,: .-$p '-::;:::.:::
"-'
FIELD INFORMATION-`"p,:i:.,
•,`.'°
RESERVOIR � MFG-�%��,_- ,, . r:,, •-, -
DATE & TIME ARRIVED: 8/19175. 8:OOAM
i •�
`.
�':'
BOREHOLE LOGGED BY: JMC
;'•'; 'D""
fit'-' :: /w•-l.;fpr,�:u,_..:' % '�
VISITORS: NONE
__ _.=•' `..... •.._:: ,eM .-sy* i:rw...--' t/
�
r
WEATHER: SUNNY, 85'
i
-------- -
`--^'NOT TO SCALE
DRILLING INFORMATION
DRILLING COMPANY: DRILLING ENGINEERS, INC.
START TIME: 10:304M
BORING DEPTH: 19.9'
BORING DW.: 4.25"
DRILLINGMETHOD: CME 55,4" SOLID S7F-M AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILUNG COMPLETE: f 1:15AM
BOREHOLE COMPLETION / ABANDONMENT INFORMATION
START TIME: 10:30AM
COMPLETE TIME: 11:20AM
INSTRUMENTATION: NONE
SACKFILL: CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 11:25AM
TIME LEFT SITE: 2:DOPM
NOTES:
F,7M=FG,Inc.
n ene sngln m
BOREHOLE LOG
BOREHOLE
NO.:
MFG-4
PROJECT: BENSON RESERVOIR DAM PAGE: 2 of 2
PROJECT NO.: 181254 DATE: 8/19Po5
DEPTH
(FT)
CORE
RECOV•
DRIVE SAMPLES
ADDL
SAIPLE
LRHOLOGY
GRAPHIC
SOIL DESCRIPTION
SAMPLE
T E (PER
SLOWS
8')
RECOV.
TALL GRASS AT SURFACE
G
1
2
3
4
5
6
7
9
10
11
12
13
14
15
16
17
18
19
20
SILTY CLAY FILL (C TO APPROX. 5.5')
SLIGHTLY MOIST, LIGHT YELLOWISH BROWN (10YR 614), VERY STIFF SILTY CLAY
FILL, TRACE FINE SAND, WHITE PRECIPITATE.
OCCASIONAL FINE SAND SEAMS.
WEATHERED CLAYSTONE (APPROX. 5.5' TO APPROX. 12.5')
SLIGHTLY MOIST, YELLOWISH BROWN (10YR 5/4), WEATHERED CLAYSTONE,
TRACE FINE SAND.
_
CLAYSTONE (APPROX. 12.5' TO E.O.B.)
SLIGHTLY MOIST, BROWN (1 OYR 5/3), HARD CLAYSTONE, TRACE SILT,
OCCASIONAL SANDSTONE SEAMS.
E.O.B.= 19.9'
CA
B
A
5
8
11
12•
CA
B
A
tt
18
24
17
CA
B
A
8
11
29
8"
CA
e
A
15
20
50
10"
EA
A
27
5016"
10
BOREHOLE LOG
BOREHOLE
MFG, Inc.
NO.:
m s.Vng sclentBts end engineers
PAGE: 1 OF 2
MFG-5
DATE: 81IM5
r
PROJECT INFORMATION
BOREHOLE LOCATION
PROJECT: ROBERT BENSON RESERVOIR DAM
tt: iA
PROJECTNO.: 181254
,. tl r r,•
CLIENT: ANDERSON CONSULTING ENGINEERS
1
> 4 Sr � WORKS
OWNER: CITY OF FORT COLLINS-�k�lt
LOCATION: N.E.OFS. COLLEGE AVENUEAND CARPENTER ROAD
EXISTING DAM
FORT COLLINS, CO
k� _.
ROBERT BENSON �,:' •,,, :••..-, . ,,,.:U;. ;:._`�'':'..':;_.:: _...
FIELD INFORMATION
RESERVOIR //' ' ' `''?';,'„?:'• ,;~` `"
,
DATE&TIME ARRIVED: 8119105-8:OOAM
I:' .' r` • `MFG-•
BOREHOLE LOGGED BY. JMC
VISITORS: NONE
WEATHER: SUNNY, 85"
tiVr;.. "•
-•- NOT TO SCALE
DRILLING INFORMATION
DRILLING COMPANY: DRILLING ENGINEERS, INC.
START TIME: 1:05PM
BORING DEPTH: 19.7' BORING DIA.: 4.25"
DRILLING METHOD: CME 55, 4"SOLID STEM AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILLING COMPLETE: 1:45PM
BOREHOLE COMPLETION / ABANDONMENT INFORMATION
START TIME: 1:05PM COMPLETE TIME: 1:5OPM
INSTRUMENTATION: NONE BACKFILL: CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 1:55PM TIME LEFT SITE: 2:OOPM
NOTES:
MFG, Inc.
c wldny a,l tite and enylnee,a
BOREHOLE LOG
BOREHOLE
NO.:
MFG•5
PROJECT: BENSON RESERVOIR DAM PAGE: 2OF2
PROJECT NO.: 181254 DATE: 8119105
DEPTH
(Ft)
CORE
RECOV.
DRIVESAMPLE3
AWL
SAMP
LBHOLOGY
GRAPHIC
SOIL DESCRIPTION
SAMPLE
TYPE
BLOWS
(PERC)
RECOV.
TALL GRASS AT SURFACE
c
1
2
g
4
5
6
7
8
9
10
11
12
t3
14
15
16
17
1B
19±CA
20
SILTY CLAY FILL (0 TO APPROX. T)
SLIGHTLY MOIST, YELLOWISH BROWN (1 OYR 514), VERY STIFF SILTY CLAY FILL,
TRACE FINE SAND AND SHELL FRAGMENTS, OXIDATION.
APPROX. 4' - COLOR CHANGES TO LIGHT YELLOWISH BROWN (1 OYR 6/4),
TRACE WHITE PRECIPITATE
SANDY CLAYSTONE (APPROX. T TO APPROX. 12.51
SLIGHTLY MOIST, LIGHT YELLOWISH BROWN (I OYR 6/4), HARD SANDY
CLAYSTONE, TRACE COARSE SAND.
CLAYSTONE (APPROX. 12.5' TO E.O.B.)
SLIGHTLY MOIST, YELLOWISH BROWN (1 OYR 514), HARD CLAYSTONE, TRACE
FINE SAND AND SILT.
APPROX. 17.5' - OCCASIONAL FINE SAND SEAMS.
E.O.B.= 19.T
CA
B
A
6
7
12
10"
CA
B
A
4
10
15
6
CA
A
26
30
33
6"
CA
B
A
26
47
5014'
7"
46 5015'
6'
BOREHOLE LOG
BOREHOLE
MFG, Inc.
NO,:
consulting smenHsfs and engineers
-
PAGE: 1 OF 2
MFG-6
DATE: 8/19/05
PROJECT INFORMATION
BOREHOLE LOCATION
PROJECT: ROBERT BENSON RESERVOIR DAM
%"�' it ' .'•/� -+•"'-
PROJECT NO.: 181254
CLIENT: ANDERSON CONSULTING ENGINEERS
tkv,�Ap '7� EXISTING.
\�}`y'7�u '' .. OUTLET
WORKS .1
OWNER: CITYOF FORT COLLINS
LOCATION: N.E.OFS. COLLEGE AVENUE AND CARPENTER ROAD
EXISTING DAM `\�.`dv`^
FORT COLLINS, CO
FIELD INFORMATION
ROBERTBENSON-
RESERVOIR i
`'
DATE & TIME ARRIVED: 8/19105 - 8:00AM
�'• ;•
•
BOREHOLE LOGGED BY: JMC
VISITORS: NONE
WEATHER: " SUNNY, 85
te'n' *-.
- NOT TO SCALE
DRILLING INFORMATION
DRILLING COMPANY. DRILLING ENGINEERS, INC.
1
START TIME: 12:15PM
BORING DEPTH: 19.3' BORING DIA.: 4.25"
DRILLING METHOD: CME 55, 4" SOLID STEM AUGER
SAMPLING METHOD: 2-IN CA SAMPLES
TIME DRILLING COMPLETE: 12.45PM
BOREHOLE COMPLETION I ABANDONMENT INFORMATION
START TIME: 12,15PM COMPLETE TIME: 12:50PM
INSTRUMENTATION: NONE BACKFILL: CUTTINGS
GROUNDWATER CONDITIONS
GROUNDWATER WAS NOT ENCOUNTERED DURING DRILLING
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE: 12:55PM TIME LEFT SITE: 2:00PM
NOTES:
MFG, Inc.
Casuldnp xAmUsfs and englr rs
I
BOREHOLE LOG
BOREHOLE
NO.:
MFG-6
PROJECT: BENSON RESERVOIR DAM PAGE: 2 OF 2
PROJECTNO.: 181254 DATE: 8/19105
DEPTH
(Fr)
CORE
RECOV.
DRIVE SAMPLES
ADD'L
SAMPLES
LIIHOLOGY
GRAPHIC
SOIL DESCRIPTION
SAMPLE
TYPE
UDWS
(PER 8')
RECOV.
TALL GRASS AT SURFACE
D
1
2
3
4
5
6
7
6
9
10
11
12
13
14
15
16
17
10
19
20
SILTY CLAY FILL (0 TO APPROX.8')
SLIGHTLY MOIST, PALE BROWN (1OYR 613), VERY STIFF SILTY CLAY FILL, TRACE
GRAVEL AND SAND, WHITE PRECIPITATE, TRACE ROOT FIBERS.
SANDY CLAYSTONE (APPROX. 8' TO E.O.B.)
SLIGHTLY MOIST, YELLOWISH BROWN (10YR 514), HARD SANDY CLAYSTONE,
TRACE SILT, OXIDATION.
APPROX. 18' - COLOR INCLUDES SOME DARK GRAY (1 OYR 411).
E.O.B. = 19.3'
CA
B
A
7
13
15
8"
CA
B
A
7
17
32
8"
CA
A
27
43
50
9"
A. .r.
A
43
7514"
T
ti
OA,B,A
50/4'
4-
'` '
TEST PIT LOG
TEST PIT
MFG, Inc.
NO.:
cwvulflnp sd Mlsfs snd enDineem
PAGE: 1 OF 2
MFG-TP1
DATE: 9/1105
PROJECT INFORMATION
TEST PIT LOCATION
PROJECT.- ROBERT BENSON RESERVOIR DAM
._ .-..
PROJECTNO.: 181254`"-
w
CLIENT: ANDERSON CONSULTING ENGINEERS
�',, L. ✓ - '"
>.
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGE AVENUE AND CARPENTER ROAD
FORT COLLINS, CO
-MFG-TP'1 .1ROBM
BE N �% orr aaPOlrteow I
RMERVIOR .. \ IUTVIILLARFA I
I
FIELD INFORMATION
DATE 8 TIME ARRIVED: 9/1205 - 7:50AM17
I,
TEST PIT LOGGED BY: TAC
`I
VISITORS: NONE
r
? 1)
�.
~^
I T SCALE I
WEATHER: CLEAR 65°
-NOT
CARPCNT6R ROAT
EXCAVATION INFORMATION
EXCAVATION COMPANY: RIONOUR EARTHWORKS
START TIME: 8:10AM
TEST PIT DEPTH: 7'
TEST PIT DIA.: 10'x 3'
EXCAVATION METHOD: BOBCAT 337 TRACK EXCAVATOR
SAMPLINGMETHOO: BULK BUCKETAND BAGS
BACKFILL: PUSHED IN AND COMPACTED WITH BUCKET
TIME EXCAVATION COMPLETE: 8:30AM
GROUNDWATER CONDITIONS
NO GROUNDWATER WAS ENCOUNTERED AT THE 77ME OF EXCAVATION
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE:
TIME LEFTSITE: 9:45AM
NOTES:
TEST PIT LOG TEST PIT
MFG, Inc. NO.:
cnnsult/ng SCMWISIa and erelnsers PROJECT: ROBERT BENSON RESERVOIR PAGE; 2 OF 2
PROJECT NO.: 181254 DATE: 911/05 MFG-TP1
WIDTHIDIAMETER (FEET)
0 5 10 15
0
5-
c
W
6
W
G
10.
15
I I 1
1 I
I I I I
1 i
1 1 I I
Q -
-+ --- +--
-
i
1
I
I' __
1 _1_-1
1 1
1 i 1 I
1 1
I I I I
I 1 I
i i i
1 I
I 1
i i i
1 I 1 !
1 I I
i i
1 1 1 I
1 1 i
i
I 1 I
___ ___r___
r
+
1 1 1 I1
"r �l i
I
1— I J
-r l_ --1-- -1
I I
y— l- L�
i -- -T -T
I I I 1
I I
1 1I
4 -4- --4-
I 1 1 1
1
1
I 1
I I 1
DEPTH
SAMPLE
I.D.
SAMPLE
TYPE
0-1.5'
0-1.5'
BKT
1.5' - 3'
1.5' - 3'
BAG
3' - 6'
3'- 6'
ENT
6' - 7'
6'-7-
BAG
SOIL
TYPE I DEPTH SOIL I SOIL DESCRIPTION AND EXCAVATION NOTES
lV
0- 1.6 CLAY SILTY (0 TO 1.51
SLIGHTLY MOIST, DARK BROWN, VOIDS AND ROOTS.
2'-3' SANDY CLAY WITH GYPSUM 1 SULFATES (Y TO 3')
3'-6' SANDY CLAY (3' TO 6')
SLIGHTLY MOIST TO MOIST, LIGHT BROWN.
6'-7' WEATHERED BEDROCK, VERY SANDY CLAYSTONE (6' TO T)
SLIGHTLY MOIST YELOWISH BROWN, ABUNDANT LIMONITE STAINING.
NOTES: EXCAVATION WAS T WIDE 10' LONG AND T DEEP.
TEST PIT LOG
MFG, Inc.
TEST PIT
NO.:
r &.lfinq sdentlsft and a 91n.m
PAGE: I OF 2
DATE: --9/_1/05
MFG-TP2
PROJECT INFORMATION
TEST PIT LOCATION
PROJECT: ROSERTSENSON RESERVOIR DAM
PROJECT NO.: 181254
%
CLIENT: ANDERSON CONSULTING ENGINEERS
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGE AVENUE AND CARPENTER ROAD
FORT COLLINS, CO
RCMMT
ME R •C"w �.0 n
NATMALARFA it
FIELD INFORMATION
4�7
DATE &TIME ARRIVED: 9112105 7.'504M
TEST PIT LOGGED BY: TAC
M,FG-TP`2 si
VISITORS: NONE
WEATHER: CLEAR 65°
CA RP9NT 0-Abr
EXCAVATION INFORMATION
EXCAVATION COMPANY: RIDNOUR EARTHWORKS
START TIME: 8.404A4
TEST PIT DEPTH: 7'
TEST PIT DIA.: 10'X3'
EXCAVATION METHOD: BOBCAr337 TRACK EXCA VA TOR
SAMPLING METHOD: BULKBUCKET AND SAGS
BACKFILL' PUSHED IN AND COMPACTED WITH BUCKET
TIME EXCAVATION COMPLETE: 9:00AM
GROUNDWATER CONDITIONS
NO GROUNDWATER WAS ENCOUNTERED AT THE TIME OF EXCAVATION
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE:
TIME LEFT SITE: 945AM
NOTES:
i
TEST PIT LOG TEST PR
MFG, Inc. NO.:
c sullmp sdant/sa and mrpinans PROJECT: ROBERT BENSON RESERVOIR PAGE: 2 OF 2
PROJECTNO.: 181254 DATE: 9/1/05 MFG•TP2
WIDTH/DIAMETER(FEET)
0 5 10 15
0
3
15
__- __
____ _—r__i—_ ____
__—F_4_4___�____
I___+—_.j____
1
1 O
I 1 I 1
i i
i i
i i i i
1
4-
-4 - r-i--a--
--+-} --+-- f- -
---
-- - - -i
I I I I
I I I
I I I I
I I
I I I I
I I 1 1
I I I I
I 1 1
I I I
1 I
SAMPLE
SAMPLE
DEPTH
I.D.
TYPE
0'- 3.5'
0'- 3.5'
BAG
3.5'-7-
3.5'-7-
BAG
iSOIL TYPE I DEPTH SOIL I SOIL DESCRIPTION AND EXCAVATION NOTES
�t 0 - 3.6 CLAY SILTY (0 TO 3.5')
SLIGHTLY MOIST, DARK BROWN TO MEDIUM BROWN WITH MINOR GRAVEL.
ROOTS VOIDS TO 2', ORGANICS AT 3.5-
3.5'- 7' CLAY TO WEATHERED BEDROCK (3.5' TO 7')
SLIGHTLY MOIST, GRAY TO GRAYISH BROWN, VERY SANDY GRADING TO SAND, VERY CLAYEY,
BLOCKY, WITH LIMONITE.
NOTES: EXCAVATION WAS T WIDE 10' LONG AND 7' DEEP.
Payment shall be made based on the percentage of all work completed at the time
of each Progress Payment.
Pay Item Pam
Construction Dewatering LS
5. Construction Maintenance Dewatering
No unit measurement for payment will be made for this work. Work includes all
equipment, temporary power, labor and materials for implementation of
measures to control surface water and groundwater. Pay item also includes all
work necessary to obtain the required Stormwater Management Perini and the
Construction Dewatering Permit from the Colorado Department of Health. Also
included are all equipment, labor and materials for evaluation, design,
construction, and monitoring of dewatering.
Payment shall be made based on the percentage of all work completed at the time
of each Progress Payment.
Pay Item Pay In;t
Construction Dewatering LS
6. Construction Surveying and Staking
No unit measurement shall be made for this item Work includes providing all
equipment, labor, and materials required to provide Construction Surveying for
construction of all work items for the project including: Staking of horizontal
and vertical alignments; overlot grading; subgrade elevations; off -sets;
temporary control points; re-establislrrnent of land monuments; and, all
appurtenance features of the work
The unit price bid shall include all of the CONTRACTOR's costs of whatsoever
nature to perform the Construction Surveying as required for the construction of
the Project in accordance with the Drawings and Specifications.
Payment shall be made based on the percentage of all work completed at the time
of each Progress Payment.
Pay Item —Pav Unit
Construction Surveying LS
Remove Concrete Rubble and Riprap
The measurement for removal of this item will be made on a lump sum basis.
The lump sum price bid for this item shall be full compensation for removing,
hauling and disposal of such items including existing concrete rubble, and all
Robert Benson Dam 01270-3 Measurement and Payment
TEST PIT LOG
MFG, Inc.
TEST PIT
NO.:
consulting scientists and engineers
PAGE:
I OF 2
DATE:
9HJ05
MFG-TP3
PROJECT INFORMATION
TEST PIT LOCATION
PROJECT: ROBERT BENSON RESERVOIR DAM
PROJECTNO.: 181254
CLIENT. ANDSRSONCONSUL71NG ENGINEERS
% %
>
OWNER: CITY OF FORT COLLINS
LOCATION: N.E. OF S. COLLEGE AVENUEAND CARPENTER ROAD
FORT COLLINS, CO
mmm
FIELD INFORMATION
DATE & TIME ARRIVED: 9112105 7.'50AM
%
TEST PIT LOGGED BY: TAC
3
VISITORS: NONE
IL
WEATHER: CLEAR 55'
CARp9NT9l-RWK0"—
L a
EXCAVATION INFORMATION
EXCAVATION COMPANY: RIDNOUR EARTHWORKS
START TIME: 9-154M
TEST PIT DEPTH: Ify
TEST PIT DIA.: 10'x3'
EXCAVATION METHOD: BOSCAT337 TRACK EXCAVATOR
SAMPLINGMETHOD: BULK SUCKETAND SAGS
BACKFILL: PUSHED IN AND COMPACTED WITH BUCKET
TIME EXCAVATION COMPLETE: 9:40AM
GROUNDWATER CONDITIONS
NO GROUNDWATER WAS ENCOUNTERED AT THE TIME OF EXCAVATION
FOLLOWING FIELD WORK
TIME OF CLEAN-UP COMPLETE:
TIME LEFT SITE: 9-45AM
NOTES:
TEST PIT LOG TEST PIT
MFG, Inc. NO.:
ronsulOny sof mism end snplmftm PROJECT: ROBERT BENSON RESERVOIR PAGE: 2 OF 2
PROJECT NO.: 151254 DATE: 9/1/05 MFG•TP3
WIDTH/DIAMETER(FEE)
0 5 10 15
0
,s
SOIL SOIL
TYPE DEPTH
i 1
1
1I 1 II
11
i
i j� ----------
�
I I 1 I
I
i
i i i i
1 1 I
1 1 1
1 1 1 I
I I I
1 1 1 1
1 I
1 1
1 I
1
I
I
I
1
I
1 1 1 I
1 1 I 1
I I I 1
1 I I i
i i
1 1
i O2 i
1 I i i
i i I I
1 1 1 I
1 I
1 I 1 I
i I i i
i I
i i
--- I
i i i i
i i
i
I t I I
i i
i
I i i
T-3—
1
1
1 I 1
1
1
1 1 I I
T-
I I I I
1 1 I
I 1
1 I 1
1
1
I
1 1 I I
i---
I
1 1 1 I
1 1 1
1
I I I 1
SAMPLE
SAMPLE
DEPTH
I.D.
TYPE
0'-2'
0'-2-
BKT
2'- 10'
2'-10'
BAG
SOIL DESCRIPTION AND EXCAVATION NOTES
�i o - Z SILTY CLAY (0 TO 2')
SLIGHTLY MOIST, DARK BROWN, WITH GYPSUM / SULFATES 12" TO Z.
2'- 9.5' SANDY CLAY (T TO 9.5')
SLIGHTLY MOIST, MEDIUM BROWN TO DARK BROWN, SANDY, WITH GYPSUM I SULFATES TO
SIZE 5" THROUGHOUT.
7' - VERY MOIST AND SOFT.
0 9.5'-10, CLAY (WEATHERED CLAYSTONE) (9.5' TO 10')
VERY MOIST, GRAY BROWN.
NOTES: EXCAVATION WAS T WIDE, 10' LONG, AND 10' DEEP.
APPENDIX B
RESULTS OF LABORATORY TESTING
Table B4. Summary of Labomtory Test Results
Robert Benson Reservoir
MFo Project No. 181264
Bepth idatstme Dry Banally %
Unconfined
Compression Attarbergs ClassfBeation Perrneabll %Passing Swell Preasum %Swell Pretaure
sulfates.. _. 1 1..4.1 1 two Sieve I (Pal) I -I LMO
C:Wmjedt17E1254 R Rwram R"ervoYlRepanl5cfi aamPle Table -rev
Moisture & Density Determinations
ASTM D 2216 & D 2937
CLIENT: MFG - Fort Collins
.,- LOCATION: Robert Benson Reservoir
BORING MFG-2
■ SAMPLE DEPTH 4'
SAMPLE NO. A
DATE SAMPLED
DATE TESTED 09-12-05 BKL
■ SOIL DESCRIPTION
DENSITY DETERMINATIONS
Sample Height (IN)
4.000
Sample Diameter (IN)
1.938
Wt of Wet Soil (GMs)
379.10
Sample -Volume -(CUB)
0 Do683
WET DENSITY (PCF)
122.4
DRY DENSITY (PCF)
110.7
MOISTURE DETERMINATIONS
Wt. of Wet Soil & Dish (gms)
145.74
Wt. of Dry Soil & Dish (gms)
132.11
Net Loss of Moisture (gms)
13.63
Wt. of Dish (gms)
3.89
Wt. of Dry Soil (gms)
128.42
Moisture Content (%)
10.6
JOB NO.:2640-15
Data entered by: SR Date: 09/13/2005
Date checked by: Date: q 3 oS
FileName: MSMDG2A4 ADVANCED TERRA TESTING, INC.
ATTERBERG LIMITS TEST
ASTM D 4318
DENT MFG
BORING NO.
' DEPTH
SAMPLE NO.
SOIL DESCR.
LOCATION
Plastic Limit
Determination
MFG-3
2:5
A
Project #181254
Robert Benson Reservoir
1 2 3
JOB NO. 2540-15
DATE SAMPLED
DATE TESTED 09-09-05 BKL
Wt Dish & Wet Soil
6.15
6.12
6.11
Wt nlah f4 Dp'SWI
5.38
5.35
5.34 _
Wt of Moisture
0.77
0.77
0.77
Wt of Dish
0.81
0.76
0.81
Wt of Dry Soil
4.57
4.59
4.53
Moisture Content
16.85
16.76
17.00
Liquid Limit
Device Number
0966
Determination
1
2
3
Number of Blows
17
22
31
Wt Dish & Wet Soil
9.50
6.65
8.58
Wt Dish & Dry Soil
6.34
5.81
5.90
r
Wt of Moisture
3.16
2.74
2.68
Wt of Dish
0.81
0.78
0.75
Wt of Dry Soil
5.53
5.03
5.15
Moisture Content
57.14
54.47
52.04
Liquid Limit
53.7
Plastic Limit
16.9
JPlasticity
Index
36.8
Atterberg Classification
CH
i
i
i
j Date entry by: "0
Checked by:_15yy_
FileName:
SR Date: 09112I2005
Date: 9 a
MSG0325A ADVANCED TERRA TESTING, INC.
J
Atterberg Limits, Flow Curve
MFG-3, 2.5, A
56
57
N
56
F
U
m
53.
52
51
Number of Blow& 25
PLASTICITY CHART
MFG-3, 2.5, A
60
60
R or
x
rm
0
c
2 40
4or
ZL
L
ZO
MH
rOH
M
or OL
C6ML
0
0 20 40 60 60 100 120
Liquid Limft
♦ Classification
ATTERBERG LIMITS TEST
ASTM D 4318
LIENT
BORING NO.
' DEPTH
SAMPLE NO.
SOIL DESCR.
LOCATION
Plastic Limit
Determination
MFG - Fort Collins
MFG-4
14'
A
Robert Benson Reservoir
JOB NO. 2540-15
DATESAMPLED
DATE TESTED 09-13-05 RS
■'
1
2
3
Wt Dish & Wet Soil
7.72
6.34
5.77
Wt Dish & Dry Soil
6.70
5A7
4.99
4
Wt of Moisture
1.02
0.87
0.78
Wt of Dish
0.81
0.82
0.77
Wt of Dry Soil
5.89
4.65
4.22
■ Moisture Content
17.32
18.71
18.48
Liquid Limit
Device Number
0966
■ Determination
1
2
3.
Number of Blows
33
20
28
Wt Dish & Wet Soil
10.17
9.29
9.17
Wt Dish & Dry Soil
6.87
6.68
620
■ Wt of Moisture
3.30
3.31
2.97
Wt of Dish
0.84
0.82
0.82
Wt of Dry Soil
6.03
5.86
5.38
Moisture Content
54.73
56.48
5520
■I
J Liquid Limit
55:7
Plastic Limit
182
Plasticity Index
37.5
Atterberg Classification
CH
i
I
l
J
Date entry by:
J Checked by:Y
FIIeName:
SR Date: 09/14/2005
Date: 41 oS
MSG0414A
ADVANCED TERRA TESTING, INC.
J
Atterberg Limits, Flow Curve
MFG4,14l. A
57 —T
—
—
—
—
—
—
—
56
_
5
U
m
f
55
't•
64
Number of Blows 25
PLASTICITY CHART
MFG-4, W. A
80
60
OR or
DR
40
m
A)
A
t
a
CLor
L
20
MH crOH
a
M
oroL
l—.—I-
0
0 20 40 60 60 100 120
Uquld Umn
♦ Classification
ATTERBERG LIMITS TEST
ASTM D 4318
CLIENT
BORING NO.
DEPTH
SAMPLE NO.
SOIL DESCR.
LOCATION
Plastic Limit
Determination
MFG - Fort Collins
MFG-1
2.5'
A
Project #181254
Robert Benson Reservoir
JOB NO. 2540-15
DATE SAMPLED
DATE TESTED 09-15-05 IRS
•
1
2
3
Wt Dish & Wet Soil .
5.87
6.91
6.42
__ 4-Dlsh-&-0Fy-Soil
5 is
6
5 64
Wt of Moisture
0.72
0.85
0.78
Wt of Dish
0.81
0.81
0.81
Wt of Dry Soil
4.34
525
4.83
Moisture Content
16.59
16.19
16.15
Liquid Limit
Device Number
0860
.' Determination
1
2
3 4 5
M
r
r
Number of Blows
35
29
23
22
18
Wt Dish & Wet Soil
10.74
11.58
11.33
11.98
11.30
Wt Dish & Dry Soil
7.85
8.41
8.20
8.83
8.09
Wt of Moisture
2.89 .
3.17
3.13
3.35
3.21
Wt of Dish
0.83
0.82
0.82
0.83
0.83
Wt of Dry Soil
7.03
7.59
7.38
7.80
7.26
Moisture Content
41.14
41.70
42.41
42.92
44.12
Liquid Limit
42.4
Plastic Limit
16.3
Plasticity Index
26.1
Atterberg Classification CL
Data entry by: SR Date, 09116/2005
Checked by:Date: 9 6 0
FIIeName: MSGOG125 ADVANCED TERRA TESTING, INC.
other work necessary to remove these items in accordance with the Drawings
and Specifications. Replacement of riprap, trees, or vegetation outside of the pay
lines due to the CONTRACTOR's failure to protect existing, undisturbed
materials shall not be paid for and shall be replaced at the CONTRACTOR's
expense.
Pay Item Pay Unit
Remove Concrete Rubble and Riprap LS
8. Landscape -Remove Vegetation and Small Trees
The measurement and payment for the Removal of Vegetation and Small Trees
will be on a lump sum basis in accordance with the Drawings and Specifications.
The ENGINEER will mark all trees and vegetation to be removed and paid for
under this item. All other miscellaneous tree and shrub removal shall be
included in Clearing and Grubbing. Payment will be made upon completion of
the work in accordance with the Drawings and Specifications.
The lump sum price bid for each item shall include all of the CONTRACTOR's
cost of whatsoever nature to complete the tree and vegetation removal including:
furnishing and transporting all materials, labor, and equipment; excavation and
removal of tree and stump and root system; backfilling and compaction; and, all
other related and necessary materials, work, and equipment required to perform
the work in accordance with the Drawings and Specifications.
Pay Item Pay Unit
Landscape -Remove Vegetation and Small Trees LS
9. Remove Existing Principal Outlet
Measurement for payment for the removal of the Principal Outlet shall be on a
lump sum basis. The lump sum cost shall include all the work, materials and
equipment required for the removal and disposal of the principal outlet pipe, the
stone outlet box, and concrete diversion structure.
Payment for this item shall be made based on the actual percentage of work
complete at the time of each monthly progress payment.
Pay Item Pay Unit
Remove Existing Principal Outlet LS
10. Strip and Stockpile Topsoil from Existing Dam and New Spillway
Measurement for payment for topsoil removal shall be on a lump sum basis for
soil removed to a depth of six inches over the construction area.. The lump sum
cost shall include all the work, materials and equipment required for topsoil
Robert Benson Dam 01270-4 Measurement and Payment
I
1
,I
I
I
Atterberg Limits, Flow Curve
MFCri, 2.5', A
45
44
43
U
5 42
41
1,
40
Number of Blows 25
PLASTICITY CHART
MFCK 2.5,, A
80
60
CH or
ON
C
40
N
N
zCLor
a
p
20
MH
rOH
u�
M
or0L
0
0 20 40 60 60 100 120
Uquld Limit
♦ Classlfiptlon
ATTEM. RG LIMITS TEST
ASTM D 4318
WLIENT MFrr Ft. Collins
JOB NO. 2540-15
BORING NO.
MFG-@
DATE SAMPLED
DEPTH
2.5'
DATE TESTED
9-15.05 CAL
-SAMPLE NO.
A
SOIL.DWCR,
•
LOCATION
Plastic Limit
s
Determination
1
2
3
Wt Dish & Wet Soil
5.34
5.51
4.83
2s
•-WtBish-SrDty-SeS .
a 71
a, Ra
a
Wt of Moisture
0.63
0.67
0.57
Wt of Dish
0.77
0.80
0.80
Wt of Dry Soil
3.94
4.04
3.46
Moisture Content
15M
1.6458
1S.47
i
Liquid Limit Device Number
0860
i
Determination
1
2
3
4
5 8
NumberolBlows
21
40
33
35
14
1.7
Wt piste & Wet Soil
10.10
11.13
8.89
9.27
923
9.90
Wt Dish & Dry Soil
7.32
8.20
6.57
6.83
8.61
7.13
Wt Of Moisture
2.78
2.93
2.32
2.44
2.02
2.77
Wt of Dish
024
0.83
021
0:82
0.81
0.80.
Wt of Dry Soil
8.58
7.37
5.76
6.01
5.80
5.33
Moisture Content
4225
39,76
4028
40M
45.1.7
43Z15
i
Liquid Limit
41.9
PJasticUmit
16.3
Plasticity Index
25.6
Atterberg Classification
CL
J
J
.1
�J
Data en by:
CAL
Date: 0911612005
Date: g 6 o S
J
Checked T
MSGOG62A
ADVANCED TERRA TESTING, INC.
FileName:
J
Atterberg Limits, Flow Curve
MFG-6,2.5, A
46
45
44
43
41
40
39
Number of Sims 25
CLASTICFTY CHART]
MFG-6.2.5, A
80
60
40
o.
CL or
OIL
20
--Z
MHc
rOH
Ml
w0l.
I -J-
:=;p
0 20 40 so so IDD 120
Liquid Limit
MECHANICAL ANALYSIS - SIEVE TEST DATA
ASTM D-422
CLIENT MFG -Fort Collins
JOB NO. 2640.15
BORING NO. MFG-4
SAMPLED
DEPTH 14'
DATE TESTED 09-12-05 BKL
SAMPLE NO. A
WASH SIEVE Yes
SOIL DESCR. Project #181254
DRY SIEVE No
LOCATION Robert Benson Reservoir
MOISTURE DATA
WASH SIEVE ANALYSIS
Wt Wet Sop & Pan (9)
204.8
Wt Dry Soil & Pan (9)
172.8
Wt Wet Sol &'Pan
Wt Lost Moisture (g)
32.0
Before Washing (g)
204.8
Wt of Pan Only (9)
82
Wt. Dry Soil & Pen
Wt. of Dry Soil (9)
154.6
Before Washing (g)
172.8
Moisture Content %
19.4
Weight of Pan (g)
8.2
Wt. of Dry Soil
DENSITY DETERMINATIONS
Before Washing
164.6
Wt. DryShc & Pan
Sample Haight (IN)
3.871
After Washing (g)
15.5
Sample Diameter (IN) .
1.933
Wt. of Dry Soil
Wt Of Wet Soil (GMs).
391.0
After Washing (9)
7.3
Sample Volume (CU Ft) O.00657
4200 Wash. Out %
95.6
WET DENSITY (PCF)
.131.1
DRY DENSITY (PCF)
109.8
Sieve
Pan
Indiv.
Indiv.
Cum.
Cum.
%
Number
Weight
Wt+Pan
Wt.
Wt.
%
Finer
(Size)
(9)
(9)
Retain.
Retain.
Retain.
By Wt-
3•
0.00
0.00
0.00
0.00
0.0
100.0
11/Y
0.00
0.00
0.00
O.DO
0.0
100.0
314"
0.00
0.00
0.00
0.00
0.0
100.0
30
0.00
OAO
O.DD
0.00
0.0
100.0
I.
#4
0.00
0.00
0.00
0.00
0.0
100.0
•: #10
0.00
0.00
0.00
0.00
0.0
100.0
#20
1.93
1.94
0.01
0.01
0.0
100.0
#40
1.94
1.96
0.02
0.03
0.0
400.0
#60
1.94
1,97
0.03
0.06
0.0
100.0
J #100
1.94
2.07
0.13
0.19
0.1
99.9
#2D0
1.96
9.07
7.11
7.30
4.4
95.6
J
I
Date entered by: SR Date: 09/1312005
Data checked by: _ Date: 5�
FileNams: MSSD414A ADVANCED TERRA TESTING, INC.
I
coeetEs
r 9" RAVE:
SAxo
SLT
Cur
wenvroAtx
TO SOND[{tS
COMSE
M®
FINEIMI
COARSE
- M®
FINE
Coat WO FM ColAnc Sonia Rc: MFG4
Jot Runes: 254615 .DeA: 14'
ERR
wnmd Tetra TeeSnS, Inc
I
MECHANICAL ANALYSIS - SIEVE TEST DATA.
ASTM D-422
CLIENT MFG - Fort Collin
JOB NO. 2540-15
•
BORING NO. MFG-1
SAMPLED
DEPTH 2.5'
DATE TESTED 09-09-05 KR
SAMPLE NO.. A
WASH SIEVE Yes
SOIL DESCR. Project#181254
DRY SIEVE No
LOCATION Robert Benson Reservoir
MO S
"IEVE-ANAtYSIS
Wt Wet Soil & Pan (g)
137.2
Wt Dry Soil & Pan (9)
1232
Wt Wet Sail & Pan
■
Wt Lost Moisture (9)
14.0
Before Washing (g) _
1372
Wt of Pan Only (9)
8.1
Wt Dry Soil & Pan
Wt of Dry Soil (9)
115.1
Before Washing (9)
1232
Moisture Content %
122
ht of an (g)
8.1
■
Weigf Dry ol
DENSITY DETERMINATIONS
Before Washing
115.1
Wt Dry Sall & Pen
Sample Height (IN)
3.333
After Washing (9)
44.9
Semple Diameter (IN)
1.928
Wt of Dry Soil
Wt of Wet Sall (GMs)
245.8
After Washing (g)
36.8
Sample Volume (CU Ft)
0.00563
-#200 Wash. Out %
68.0
■
WET DENSITY (POF)
96.6
DRY DENSITY (PCF)
86.1
Sieve Pan Indiv.
Indiv.
Cum. Cum. %
Number Weight Wt+Pon
Wt
WL % Finer
r
(Size) (9) (9)
Retain.
Retain. Retain. , By Wt
3• 0.00 0.00
0.00
0.00 0.0 100.0
11127 0.00 0.00
0.00
0.00 0.0 100.0
r
3W 0.00 0.00
0.00
0.00 0.0 100.0
3/8• 0.00 0.00
0.00
0.00 0.0 100.0
#4 0.00 0.00
0.00
0.00 0.0 100.0
#10 3.63 3:71
0.09
0.09 0.1 99.9
r
#20 3.67 3.80
0.13
022 02 99.8
#40 3.62 3.75
0.13
0.35 0.3 99.7
- #80 3.63 4.09
0.45
0.81 0.7 99.3
d
#100 3.63 725
3.62
4A3 3.8 96.2
#200 3.69 36.06
32.37
36.80 32.0 68.0
r
I
J
Data entered by. SR Date: 09/12/2005
{ Data checked by:J3I_ Date:
J FIIeName: MSM0125A ADVANCED TERRA TESTING, INC.
I
coes�Es
rmmEspAva
sWD
m
cur
rnwrwaxm
11190NDFFG9
COARSE
Mm
FlNE
NRA
COARSE
MED
FINE
171
Caen MFO-FaNCOMM Sonny No: MFG1
Jm Nwmer. 2540-15 Depth: 2-7
ERR
swmb Na_ A
A vaaced Tama Twit hr-
MECHANICAL ANALYSIS - SIEVE TEST DATA
_. ASTM D-422
CLIENT MFG - Fort Collins
JOB NO. 2540-15
V BORING NO. MFG-6
SAMPLED
DEPTH 2.5'
DATE TESTED
09-08-05 BKL
SAMPLE NO. A
WASH SIEVE
Yes
` SOIL DESCR. Pra)ert #181254
DRY SIEVE
No
LOCATION Robert Benson Reservoir
MOISTURE
Wt Wet Soil & Pan (g)
178.7
Wt Dry Soli & Pan (9)
162.1
Wt Wet Sal & Pan
_
Wt Lost Moisture (9)
16.6
Before Washing (g)
178.7
Wt. of Pan Only (9)
8.3
WL Dry Soil & Pan
Wt of Dry Soil (9)
153.8
Before Washing (g)
162.1
_ Moisture Content %
10.8
Weight of Pon (g)
8.3
Wt of Dry Soil
DENSITY DETERMINATIONS
Before Washing
153.8
WtDrySoll & Pan
- Sample Height (IN)
2.506
After Washing (g)
24.2
Sample Diameter (IN)
1.935
Wt. of Dry Sol
Wt of Wet Soil (GMs)
246.6.
After Washing (g)
15.9
Sample Volume (CU Ft) 0.00426
4200 Wash. Out %
88.6
- WET DENSITY (PCF)
124.4
DRY DENSITY (PCF)
112.3
Sieve
Pan
Indiv.
Number
Weight
WL+Pan
_ (size)
(g)
(9)
3"
0.00
0.00
11/2"
0:00
0.00
3/4"
0.00
0.00
3f8"
0.00
0.00
#4
0.00
0.00
#10
3.53
3.74
#20
3.65
4.40
- #40
3.66
4:58
#60
3.65
4.61
#100
3.58
4.86
#200
3.81
16.63
Data entered by: SR
Data checked by. Cf0-
FIIeNeme: MSM0625A
Indiv.
Cum.
Cum.
%
Wt.
Wt
%
Finer
Retain.
Retain.
Retain.
By Wt
0.00
0.00
0.0
100.0
0.00
0.00
0.0
100.0
.
0.00
- 0.00
0.0
100.0
0.00
0.00
0.0
100.0
0.00
0.00
0.0
100.0
0.11
0.11
0.1
99.9
0.75
0.86
0.6
99.4
0.92
1.78
12
98.8
0.96
2.74
1.8
96.2
1.28
4.02
2.6
97A
11.92
16.94
10.4
89.6
Date: 09/12/2005
Date: o
ADVANCED TERRA TESTING, INC.
B
COBBLES
II1BlE OMVEL
SANG
SILT
CIAY
1YB1MeBiN
TO BOULDERS COARSE
I BED
ME
0
COARSE
LED
E1NE
'
COent MFG-Fort CullnS Benep Nv MFGS Oepw: 2S swFla Nw A
.Rob Nima .. 2540-15
ERR
Advanced Term Tesft. 1La
I
i
MECHANICAL ANALYSIS - SIEVE TEST DATA
ASTM D-422
CLIENT MFG
JOB NO. 2540-15
•
BORING NO.
MFG-3
SAMPLED
DEPTH
2.5'
DATE TESTED 09-08-05 BKL
SAMPLE NO.
A
WASH SIEVE Yes
SOIL DESCR.
Project#181254
DRY SIEVE No.
LOCATION
Robert Benson Reservoir
WASH SIEVE ANALYSIS
-
Sieve
Pan
Indiv.
Indiv.
Number Weight
Wt. + Pen
Wt
(Size) f1181
(9)
(9)
Retain.
3^ -+U
0.00
0.00
0.00
1 1/Y 36•1
0.00
0.00
0.00
3/4" 19,05
0.00
0.00
0.00
3w a,s3
0.00
0.00
0.00
#4 'i,}V
0.00
0.00
0.00
- #10 0.09
0.00
0.00
0.00
#20 0'%L0
2.72
2.73
0.01
#40 Q,43D
2.40
2.49
0.09
#50 0•ds4
2A6
2.49
0.03
'0 #1000.14t
1.96
2.05
0.09
#200 ovt4
1.90
13.68
11.78
Data entered by: SR
Data checked by.�
.FileName: MSM025A3
Wt Wet Soil & Pan
Before Washing (g)
211.0
Wt Dry Son & Pan
Before Washing (g)
174.0
Weight of Pan (g)
8.3
Wt. of Dry Son
Before Washing
165.7
Wt. Dry Sd0 & Pan
After Washing (9).
20.3
Wt. of Dry Soli
AfterWashing (g)
12.0
4200 Wash. Out %
92.8
Cum.
Cum.
%
Wt
>%
Finer
Retain.
Retain.
By Wt.
0.00
0.0
fD0.0.
0.00
0.0
100.0
0.00
0.0
100.0
0.00
0.0
100.0
0.00
0.0
100.0
0.00
0.0
100.0
0.01
0.0
100.0
0.10
0.1
99.9
0.13
0.1
99.9
0.22
0.1
99.9
12.00
7.2
92.8
Date: q 09/09/2005
Data;
ADVANCED TERRA TESTING, INC.
excavation and storage. Erosion control measures for the topsoil stockpile shall
be covered under a separate item.
Payment for this item shall be made based on the actual percentage of work
complete at the time of each monthly progress payment.
Pay Item Pav Unit
Strip and Stockpile Topsoil from Existing Dam and New Spillway LS
11. Unclassified Excavation
12. Muck Excavation
13. Embankment (Complete In Place)
14. Haul and Disposal
The measurement for payment of unclassified excavation will be the total
number of cubic yards of material excavated according to the final Drawings.
Unclassified excavation shall consist of excavation of all materials on the site to
final grades, excluding the bid items listed in Section 02220. Excavation of
unsuitable material will only be paid for if it is found to be unsuitable in its
original state. Unclassified excavation shall be measured from the drawings and
cross sections, and the plan quantity will be paid for by the cubic yard.
Muck excavation shall include excavation of unsuitable material and haul and
disposal of unsuitable material. Muck excavation shall also include the cost of
materials used to replace muck excavation. Muck excavation of material from
rain or weather damage will not be paid for and is entirely the
CONTRACTOR'S responsibility. This item will be measured in the field and
will be paid for by the cubic yard.
If unsuitable subgrade is encountered and the ENGINEER directs the
CONTRACTOR to overexcavate the material, the CONTRACTOR shall use
uniformly graded 1 I/2" rock. This item will be measured in the field and will
be paid by the cubic yard per ticket of material used.
Embankment (Complete In Place) shall include all excavated material, which is
placed as embankment and compacted to final grades as specified in Section
02315. This item shall include placement and compaction of excavated material
that has been determined as suitable from the on -site excavations. This item will
be measured from the drawings and cross sections and the plan quantity will be
paid for by the cubic yard.
Haul and Disposal shall include the total number of cubic yards of earthen
material required to be excavated in the vicinity of the drainage channel and
hauled from the site. No measure for payment will be made of the excavation of
any materials which are classified as material to be removed under clearing and
grubbing, topsoil, muck excavation, installation of riprap and bedding, structure
construction, pipe and pipelines, concrete structures, box culverts, concrete
Robert Benson Dam 01270-5 Measurement and Payment
COBBLES
PEBBLE GRAVEL
911lD
SE.T,
CLAY
1'IB111YDAm
To BOULDERS I COARSE
I MED
FINE
GRAI
COARSE
I MED
I FRE
alr MFG BednBNw MF(3-3 swoorj= A
Job Nur .. 2540-15 Dwlh: 20
Claswo , n
Advanced Terte Tesl4g, Inc.
II
I'
•, CORROSION TEST SUMMARY
Client: MFG - Ft. Collins Job Number. 2540-15
f ■ Location: Robert Benson Reservoir Date Tested: 9/20105 RS
j Date Sampled: Project: #181254
ample ID
I Sulfates
Temperature
Degrees C
Reading
Dilution
ppm
MFG-2
4'
45.0
1
25
1125.0
24.8
I
i
J.
J
�J
JData entry by: RS
Checked by: VI2—
FileName: MSZOMFG2
J
ADYAHEED TERRA TESTIED, Inc
Date: 09/2012005
Date: R 20 S
PINHOLE DISPERSION TEST
ASTM D 4647
CLIENT MFG - Fort Collins
BORING MFG-2
DEPTH 4'
SAMPLEID A
LOCATION Robert Benson Reservoir
JOB NO.
DATE SAMPLED
DATE TESTED
COMPACTION %
SOIL DESCRIPTION
2540-15
09-12-05 B10_
Undisturbed Sample
HEAD
TIME
TIME
FLOW
RATE COLOR/TURBIDITY Method Performed: A
(min)
(set-)
ml
(ml/sec)
2"
1.0
60
13.0
0.22 BarelyVlslNe MOISTURE DATA
.
1.0
60
12.5
021 Completely Gear, Completelyclear#omTop NATURAL
1-0
60
14.0
0.23 cmmwdwyntear„ phAeIXGearfmmmop
1.0
60
14.0
0.23 Completely Clew- Completely dmrhomTOP Wt. Wet Soil & Pan (g).
155.44 -
1.0
60
14.0
023 CompletelyCtear,Completely CleartmmTop WtDry Sol &Pan (9)
1.0
60
14.0
023 Completely Clear. Completely Clear from Top Wt Lost Motsture (9)
.139.18
1626
1.0
60
12.5
0.21 Completely Char, Compw* clear imm Top Wt of Pen Only (9)
'Completely
4A5
1.0
60
13.0
0.22 Clear, CompletelyCtmrfrom Top Wt of Dry Soo (g)
134.73
1.0
60
13.0
022 Completely Clear, Completely Clear fmm Top Moisture Content %
12.1
1.0
60
13.0
022 Completely Clear, completely Claw ftm Top
7"
0.5
30
21.0
Diameter of Sample
0.70 Beret' Vlslble Height of Sample (in) n�
1.938
1.512
0.5
30
17.0
0.67 Completely clear, Completely Clear from Tap Volume of Semple (ml it)
0.0026
0.5
30
18.0
0.60 completely Chair, CompieteyClaertmmTOP
0.5
30
18.0
0.60 Comples11Yclear, CompletWyCkarfranTop Wet Density (PCF)
129.0
0.530
17.0
0.57 Coepleteychm,completeycleartramTop DryDensity(PCF)
115.1
15"
05
3D
27.0
0.90 Completely Gear, Completely Ckerfmm Top Before Test Pinhole Diameter
0.039
0.5
30
29.0
0.97 CempieteyClow, ComplaWyClearfmmTop After Test Pinhole Diameter
0.039
0.5
30
28.0
0.93 Completely Clear, Complewy Gear from Top
05
30
29.0
0.97 Completely clear, completely clearfto,Top Classi5catbn: N01
05
30
28.0
0.03 Completely Cher, Completely Clmrfrom Top
Remarks:
40"
0.5
30
55.0
1.63 1Bareyvishle
- 05
30
57.0
1.90 Completely Clear, completely Clew from Top
i
J
0.5
30
57.0
1.90 CompietNyClear, Completely Clearfmm Top
0.5
30
57.0
1.90 Compeely Char, Completely Clear from Top
0.5
30
58.0
1.93 ComPW* Clear, Completely Clear from Top
i
J Data Entered By: SF
Data Checked By: %C
Filename: MSPHG24A
J
Date: 09/13/2005
Date:r
Advanced Terra Testing, Inc.
r
�.-
i I�1r �gLil vl
`
I
I
y
j
!4A.JPG
CONSOLIDATION/SWELL TEST
ASTM D 4546/METHOD B
7LIENT MFG -
Fort Collins
BORING NO.
MFG-2
DEPTH
9'
SAMPLE NO.
A
SOIL DESCR.
Project #181254
1 LOCATION
Robert Benson Reservoir
MOISTURE/DENSITY
DATA
Wt. Soil & Ring(s) (g)
I •-1N�RinBfsi(B)
Wt. Soil (g)
Wet Density PCF
Sample Diameter (in)
Sample Height (in)
Wt Wet Soll & Pan (g)
Wt. Dry Soil &.Pan (g)
Wt. Lost Moisture (g)
Wt. of Pan Only (g)
Wt. of Dry Soil (g)
Moisture Content %
Dry Density PCF
Max. Dry Density PCF
Percent Compaction
LOAD
(PSF)
155
I 1005
Inundate 1005
1237
2474
4948
9897
19794
BEFORE
TEST
321.5
-243:4-
78.2
134.6
1.938
0.750
81.9
72.0
9.9
3.7
68.3.
14.5
11.7.6
AFTER
TEST
323.1
_nAml
79.7
139A
1.938
0.739
83.4
72.0
11.5
3.7
68.3
16.8
119.4
LOG
CONSOL.
DEFL
LOAD
(IN./IN.)
(INJIN.)
2.1903
0.0000
0.0000
3.0023
0.0048
-0.0048
3.0023
-0.0269
0.0269
3.0924
-0.0268
0.0268
3.3934
-0.0241
0,0241
3.6944
-0.0159
0.0159
3.9955
-0.0021
0.0021
4.2965
0.0153
-0.0153
Date Entered By: SR Date:
Data Checked By: Date:
Filename: MSSWG29A
9/13/2�
4� o
JOB NO. 2540-15
SAMPLED
TEST STARTED 09-09.05 RS
TEST FINISHED 09-12-05 RS
SETUP NO. ATT-17
LOAD
(PSF)
155
-1065-
1005
1237
2474
4948
9897
19794
CONSOL.
(IN.)
0.0000
-0-.0036
-0.0202
-0.0201
-0.0181.
-0.0119
-0.0016
0.0115
ADVANCED TERRA TESTING, INC.
CONSOL.
(IN./IN)
0.0000
-0-.0048
-0.0289
-0.0268
-0.0241
-0.0159
0.0021
0.0153
CONSOLIDATION/SWELL TEST
ASTM D 4546
CLIENT MFG - Fort Collins
_ BORING NO.
MFG-2
DEPTH
9'
SAMPLE NO.
A
SOIL DESCR.
Project #181254
TIME READING DATA
JOB NO. 2540-15
SAMPLED
TEST STARTED 09-09-05 RS
TEST FINISHED 09-12-05 RS
SETUP NO. ATT-17
r uuo war par toac
Elapsed SQRT Dial Deft.
_ Time Time Reading (in)
(min) (min) (in)
0.0
0.00
0.0051
0.0000
0.1
0.32
0.0052
-0.0001
0.3
0.50
0.0052
-0.000.1
0.5
0.71
0.0051
0.0000
1.0
1.00
0.0049
0.0002
2.0
1.41
0.0047
0.0004
4.0
2.00
0.0040
0.0011
9.0
3.00
0.0034
0.0017
16.0
4.00
0.0025
0.0026
30.0
5.48
0.0013
0.0038
60.0
7.75
-0.0006
0.0057
120.0
10.95
-0.0032
0.0083
240.0
15.49
-0.DO6B
0.0119
480.0
21.91
-0.01.12
0.0163
Data Entered By: SR Date: 09/13/2005/
Data Checked By: aLcl Date: p v
Fliename: MSSWG29A ADVANCED TERRA TESTING, INC.
CONSOLIDATION TEST DATA
MFG-2,9',A
0.030
0.020
247
Z
4
0.010
Z
J
0
i
0.000
�b
U
lcos
-0.010
-0.020
1
794
2.00
2.50 - 3.00 3.50 4.00 4.50
LOG PRESSURE
W Pressure - psf
TIME READING DATA
MFG-2,9',A,1005wet psf load
0.020
0.015489.
m
m
0.010
40.0
c
c
1m;
0.006
m
144—
0.000 1004
9.018.0
-0.005
0.00 5.00 10.00 15.00 20.00 25.00
SQUARE ROOT of TIME
f Time in Minutes
'I
CONSOLIDATION/SWELL TEST
ASTM D 4546/METHOD B
CLIENT MFG - Fort Collins
BORING NO.
MFG-5
DEPTH
2.5'
SAMPLE NO.
A
SOIL DESCR.
Project #181254
LOCATION
Robert Benson Reservoir
MOISTUREIDENSITY
DATA
Wt. Soil & Ring(s) (g)
Wt-Ring(s)-W
Wt. Soil (g)
Wet Density PCF
Sample Diameter (in)
Sample Height (in)
Wt Wet Soil & Pan (g)
Wt Dry Soil & Pan (g)
Wt Lost Moisture (g)
Wt. of Pan Only (g)
Wt. of Dry Soil (g)
Moisture Content %
Dry Density PCF
Max. Dry Density PCF
Percent Compaction
LOAD
(PSF)
155
526
Inundate 526
619
1237
2474
4948
9897
19794
BEFORE
TEST
322.4
�5e:&
71.7
123.4
1.938
0.750
75.3
64.0
11.3
3.7
60.3
18.8
103.9
AFTER
TEST
325.4
-255:8-
74.6
132.3
1.938
0.728
78.2
64.0
14.3
3.7
60.3
23.6
107.0
LOG
CONSOL.
DEFL.
LOAD
(INAN.)
(INJIN.)
2.1903
0.0000
0.0000
2.7210
0.0051
-0.0051
2.7210
-0.0636
0.0636
2.7917
-0.0637
0.0637
3,0924
-0.0609 .
0.0609
3.3934
-0.0511
0.0511
3.6944
-0.0320
0.0320
3.9955
-0.0061
0.0061
4.2965
0.0291
-0.0291
JOB NO. 2540-15
SAMPLED
TEST STARTED, 09-09.05 RS
TEST FINISHED 09-12=05 RS
SETUP NO. ATT-15.
LOAD
(PSF)
155
526
619
1237
2474
4948
9897
19794
3
CONSOL. CONSOL.
(IN.) (INAN)
0.0000
0.0000
-0b038
-0A051-
-0,0477
-0.0636
-0.0478
-0.0637
-0.0457
-0.0609
-0.0363
-0.0511
-0.0240
-0.0320
-0.0046
-0.0061
0.0218
0.0291
Data Entered By: SR Date: 09 6/2005
Data Checked By: /J1 Date: 4fP
Filename: MSSWG625 ADVANCED TERRA TESTING, INC.
i_
CONSOLIDATION/SWELL TEST
ASTM D 4546
CLIENT MFG - Fort Collins JOB NO. 2540-15
_ BORING NO. MFG-5 SAMPLED
DEPTH 2.5' TEST STARTED
SAMPLE NO. A TEST FINISHED
SOIL DESCR Project #181254 SETUP NO.
i
-+ TIME READING DATA
1
1
I
1
1
I
I
I
I�
Elapsed
SORT
Dial
Dell,
Time
Time
Reading
(in)
(min)
(min)
(in)
0.0
0.00
0.0054
0.0000
0.1
0.32
0.0060
-0.0006
0.3 _
0.50
0.0064
-0.0010
0.5
0.71
0.0061
-0.0007
1.0
1.00.
0.0056
-0,0002
2.0
1.41
0.0049
0.0005
4.0
2.00
0.0040
0.0014
9.0
3.00
0.0024
0.0030
16.0
4.00
0.0006
0.0048
30.0
5.48
-0.0019
0,0073
60.0
7.75
-0.0058
0.0112
120.0
10.95
-0.0118
0.0172
240.0
15.49
-0.0212
0.0266
480.0
21.91
-0.0330
0.0384
Data Entered By: SR Date:
Data Checked By: �%l�n! Date:
Filename: MSSWG525
09-09-05 RS
09-12-05 RS
ATT-15
0916/ 005
°P mf
ADVANCED TERRA TESTING, INC.
_ CONSOLIDATION TEST DATA
MFG-5,2.5',A
0.080
0.060
Z 0.040
Z
.1 0.020
155
-0.020
-0.040
2.00
2.50 3.00 3.50
LOG PRESSURE
aPressure - psf
4.00 4.50
TIME READING DATA
load A,526wet psf
0.07500.050MFG-5,2.5'
0.040
0.030
c
c
c
0.020
1
p
0,010
0
18.0
0.000 .0
-0.010
0.00
5.00 10.00 16.00 20.00 25.00
SQUARE ROOT of TIME
■ Time in Mlnutes
sidewalks, inlets, manholes, or demolition as described in the Specifications.
This item will be measured from the drawings and cross sections and computed
by the average end area method (no allowance for shrinkage or swell) for the
area excavated.
Pay Item Pay Unit
Unclassified Excavation CY
Muck Excavation CY
Embankment (Complete In Place) CY
Haul and Disposal CY
15. Concrete Sill
The measurement for payment of the concrete sill shown on the Drawings, will
be the total amount of cubic yards dimensioned on the Drawings, completed in
place, and accepted. No measurement for payment will be made for items placed
outside of the dimensions as shown on the Drawings unless directed by the
ENGINEER.
The unit price bid per cubic yard shall include all of the CONTRACTOR's costs
of whatsoever nature. The price bid shall include: excavation; furnishing and
placing the concrete and steel reinforcement; forming; furnishing and applying
curing compounds; finishing the edging the concrete surfaces; joints and joint
materials; furnishing and compacting all materials required for preparation of a
stable subbase; backfilling; and, all other related and necessary materials, work,
and equipment required to construct the concrete sill in accordance with the
Drawings and Specifications. No measurement for payment shall be made for
replacement of materials damaged by the CONTRACTOR in his operations.
Pay Item Pay Unit
Concrete Sill CY
16. Principal Outlet-24-inch Steel Pipe
The measurement for payment of pipe will be the actual number of linear feet of
pipe installed, completed in place, measured along the center line of the pipe
from inside the face of manhole to inside face of manhole, from inside face of
manhole to given station, from given station to given station, or from center of
manhole to center of manhole with deductions made of the internal diameter or
dimensions of manholes or structures.
The unit price bid per linear foot of pipe shall include all of the
CONTRACTOR's costs of whatsoever nature required for constructing the
specific pipeline. The price bid shall include: locating and protection of the
existing utilities in and along the pipe length; removing and disposing of existing
pipeline as required; famishing, transporting, and installing all pipe and
materials; adjusting location of existing small utilities, and valves; tapping
and/or connecting to pipes or structures, and famishing and installing fittings or
Robert Benson Dam 01270-6 Measurement and Payment
CONSOLIDATION/SWELL TEST
ASTM D 4546
:LIENT MFG - Fort Collins
BORING NO.
MFG-3
DEPTH
4-
SAMPLE NO.
A
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
MOISTURE/DENSITY
BEFORE
DATA
TEST
Wt. Soil & Ring(s) (g)
313.1
�VVC
Rmg s 9
24I
Wt. Soil (g)
71A
Wet Density PCF
123.0
Sample Diameter (in)
1.938
Sample Height (in)
0.750
`
Wt. Wet Soh & Pan (g)
75.1
Wt. Dry Soil & Pan (g)
62.9
Wt Lost Moisture (g)
12.2
Wt. of Pan Only (g)
3.7
Wt. of Dry Soil (g)
592
Moisture Content. %
20.6
Dry Density PCF
102.0
`
Max. Dry Density PCF
Percent Compaction
LOAD
LOG
CONSOL.
(PSF)
LOAD
(INJIN.)
155
2.1903
O.00DO
533
2.7267
0.0053
i
Inundate 533
2.7267
-0.0159
619
2.7917
-0.0157
1237
3.0924
-0.0109
2474
3.3934
0.0017
4948
3.6944
0.0151
r
Data Entered By: SR Date:
Date:
Data Checked By: J! / ! _ Date:
Filename: MSSWG34A
I
J
JOB NO. 2540-15
SAMPLED
TEST STARTED 09A9-05 RS
TEST FINISHED 09-11-05 DPM
SETUP NO. ATT-8
AFTER
LOAD
CONSOL.
CONSOL.
TEST
(PSF)
(IN.)
(INJIN)
315.2
155
0:0000
O.OD00
-2471--
--0:0
-0 DI�Ti3-
73.6
533
-0.0119
-0.0159
128.7
619
-0.0118
-0.0157
1237
-0.D082
-0.0109
1.938
2474
MOM
,
O.OD17
0.739
4948
0.0113
0.0151
77.3
62.9
14A
3.7
592 .....
24.3
103.6
DEFL
(INJIN.)
0.0000
-0.OD53
0.0169
0.0157
0.0109
-O.OD17
-0.0151
/1 20Q,i.
9 -V1
ADVANCED TERRA TESTING, INC.
CONSOLIDATION/SW ELL TEST
ASTM D 4646
CLIENT MFG - Fort Collins
BORING NO, MFG-3
DEPTH 4'
SAMPLE NO. A
SOIL DESCR. Project#181254
TIME READING DATA
JOB NO. 2540-15
SAMPLED
TEST STARTED
TEST FINISHED
SETUP NO.
Elapsed
SORT
Dial
Deft.
Time
Time
Reading
(in)
(min)
(min)
(in)
0.0
0.00
0.0D43
0.0000
0.1
0.32
0.0059
-0.0016
0.3
0.50
0.0059
-0.0016
0.6
0.71
0.0058
-0.0015
1:0'
1.00
0.0056
-0.0013
2.0
1,41
0.0051
-0.0008
4.0
2.00
0.0D43
-0.0D00
910
3.00
0.0030
0.0013
16.0
4.00
0.0018
0.0025
30.0
5.48
O.OD03
0.DD40
60.0
7.75
-0.0018
0.0061
120.0
10.95
-0.0046
0.0089
240.0
15.49
-0.0078
0.0121
480.0
21.91
-0.0099
0.0142
09-09-05 RS
09-11-05 DPM
ATT-8
Data Entered By: SR Date: 09/13/2005
Data Checked By: �P� Date: °[�
Filename: MSSWG34A ADVANCED TERRA TESTING, INC.
CONSOLIDATION TEST DATA
MFG-3,4',A
0,020
5 10
0.010
123
z
z
0.000
w 155
Z
O 247
ty-
-0.010
-0.020
2.00 2.50 3.00 3.60
LOG PRESSURE
f Pressure - psf
4.00
TIME READING DATA
MFG-3,4',A,533wet pef load
0.016
480.
40.0
0.010
tl/
U
120.0
_C
C
c 0.005
30.0
16.0
0.000
.0
.0
-0.005
0.00 5.00 10.00 15.00 20.00 28,00
SQUARE ROOT of TIME
! Time in Minutes
CLIENT MFG
BORING NO.
DEPTH
SAMPLE NO.
SOIL DESCR.
LOCATION
CONF.PRIES. PSF
TRIAXAL COMPRESSION TEST DATA
MFG-5
v
A
Pdoect #181264
Robert Benson Reservoir
500
JOB NO. 2540-15
SAMPLED
TEST STARTED
0B-0t-05 CAL
TEST FINISHED
09.0E-05CAL
SETUP NO.
1P.
SATURATED TEST
Yee
TESTTYPE .
TXIPbp
SATURATION DATA
Can
Beds
Burette
Pore
Pam.
Pros.
Reeding
Pressure.
(PSp
(PSI)
(CC)
(PSI)
Change
Close
open
Close
Open
40.0
35.0
1 A
72
50,0
48.0
-6.0
-4.1
38A
47.8
9A
50,0
SBA
-33
-2A
48.1
58.9
8J3
70.0
-4.5
, -2A
58A
57.6
. 9.5
CONSOLIDATION DATA
Elapsed
SORT
Time
Time -
(Min)
(Mho
0.00
0.00
0.25
0.50
0.5
0.71
1
1.00
2
1A1
4
2.00
9
3J]0
18
4.00
30
5A8
80
7.75
120
10.95
240
15 49
300 18.97
Initial Height (In)
2.985
Height Change On)
0.001
HL After Cone. Qn)
2.9H4
Initial Area (sq In)
2.919
Area After Cons. (sq In)
_ 3.193
Data entry by:
SR bate:.
Checked by. 64-
Data: 4 i Ivaf
FIIeName: MSP054A
Bu me
Volume
Reading
Den.
(CC)
(oa)
13.80
0.00
14.05
-025
14.05
-025
14.05
-025
14.10
-0m '
14.10
-0.30
14.15
-0.35
14.15
-0.35
1420
-OAO
1420
-0.40
1420
-0AO
1425
-0A5
14.30
-OM
Inn. Vol. (CC)
142.83
Vol. Change (CC)
-1.95
.
Cell Exp. (CC)
11.37
Net Change (CC)
-13.32
Cons. Vol. (CC)
158.15
0911212005
ADVANCED TERRA TESTING, INC.
CONSOLIDA,TION DATA
4'MFG i
0271
0
Z
O
F
U
W
LL -02
W
0
W
-0.4
-0 .A
0
mml
IIII rl
120
6 70
SQUARE ROOT OF TIME W MINUTES
� Tyne „ M6■Oes
t3W
MS2540/MSUHb4HeJHU
09-09-05
PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD
ASTM D 5054
CLIENT MFG
BORING NO.
MFG-4
DEPTH
w
SAMPLE NO.
A
SOILDESCR..
Pro)e6t#181254
LOCATION
Robert Benson Reservoir
CONF. PRES. PSF
1000
MOISTURE/DENSITY
DATA
Wt So8 + Moisture (g)
Wt Wet Soil & Pan (g)
Wt.Dry Soo & Pan (g)
Wt Lost Moisture (g)
Wt of Pan Only (g)
Wt of Dry Soli (g)
Moisture Content %
Wet Density PCP
Dry Density PCF
IniL Diameter (in)
InR Area (sq in)
InL Height (In)
Vol. Bet Consol. (cut)
Vol. After Consol. (cu tt)
Porosity %
JOB NO. 2540-15
SAMPLED
TEST STARTED
09-01-05 CAL
TEST FINISHED
09-12-05 CAL
CELL NUMBER
5P
SATURATED TEST
Yes
TEST TYPE
TX/Pbp
BEFORE
AFTER
TEST
TEST
305.9
341.9
314.3
350.3
2892
2892
25.1
61.0
8.4
8.4
280.8
280A
8.9
21.7
133.2
131.9 "
122.3
108A
1.929
(cm) 4.906
2.922
(eq cm) 16.856
22M
(cm) 7.605
0.00506
0.00571
37.73
FLOW PUMP CALCULATIONS
Pump Setting
19
Velocity CM/Sec
125E-04
0 (ods)
3.99E-06
Height
2.993
Diameter
2.049
Pressure (psi)
1.162
Area after consol., (cWcm)
21277
Gradient
10,932
Permeability k (em/s)
'1.7E-08
Bads Pressure (psi)
78.0
Cell Pressure (psi)
84.9
Ave. Effective Stress (psi)
6.309
Data entry b)r SR Deter
09/13/2005
Checked by ca_. Date: v s
FIIeNeme: MSPOG49A
ADVANCED TERRA TESTING, INC.
-I
TRIAXAL COMPRESSION TEST DATA
CLIENT MFG
JOB NO. 2540-115
BORING NO.
MFG-4
SAMPLED
DOH
IV
TEST STARTED
0941-05 CAL
SAMPLE NO. '
A
TEST FINISHED
09-12.05 CAL
- SOIL DESCR.
Pmjec #181254
SETUP NO.
Six
LOCATION
Robed Benson Reservoir
SATURATED TEST
Yes .
CONF. PRES. PSF
1000
TEST TYPE
TX1Pbp
SATURATION DATA
Cs8 Back
Burette
Pore
_
Free. Pres.
Reading
Pressure
(PSI) (PSI)
(CC)
(PSI)
Change
B
-
Close
Open
Close
Open
40.0 36.0
1A
7.6
50.0 48.0
SS
-4.3
37.5
45.2 7.7
0.77
60.0 58.0
-82
-5.3
47J)
56.9 9.1
091
_ 70.0 68.0
5A
-4.7
SSA
67.1 9.0
0.90
80.0 7.8.0
-4.3
-3,7
68.0
772 9.2
092
90.0
-3.0
-3A
77.7
872. 9 5
095
'CONSOLIDATION DATA
-
Elapsed
SORT
BureBe Volume
Time
Tkne
Reading Dall.
(Min)
(Min)
(CC) (tx)
-
0.00
0.00 "
13A0 0.00
025
OSO
13.38 -027
0.5
0.71
13A0 -0.30
1
1.00
13AG -0.30
_
2
1A1
13.50 -GAO
4
2.00
13.56 -0A7
9
3.00
13.88 -0.57
18
4.00
13.73 -0.63
_
30
SAB
13.80 . -0.70
60
7.75
14.00 -0.90
12D
10.65
14.10 -1.00
240
15.49
14.10 -1.00
"
360.
18.97
14.10 Am
i
Initial Height (In) "
2.994
Ink Vol. (CC)
143AI
Height Change On)
0.001
Vol. Change (CC)
.3.45
j HL After Cons. (In)
2.923
Cell Exp. (CC)
1492
Initial Area (sq In)
2.922
Net Change (CC)
-18.37
_
Area After Cons. (sq in)
3.298
Cons. Vol. (CC)
181.78
Data entry by:
SR
Data:.
.091131200
Checked by.-
Date: / o
ADVANCED TERRA TESTING, INC.
FIIeName: " MS OOG49A
02
of
-02
ZS
F -0.4
U
w
U.
w
W
13
w -0.0
-0.8
4
42
0
2
CONSOLIDATION DATA
MFO4,W,A
120
5 10'
SQUARE ROOT OF ME IN MINUTES
■ Thne N MkMes,
20
MS2540/MSDPG49A.JPG --
09-13-05
EICI)C GgNFRAI. CONDITIONS 191(S (19%FMliu-)
w�CITI' OF PORT COLIJ\A NIODITiCATTOM,REV9N 11
1W Al
SE
specials not otherwise provided for elsewhere in the Documents; and jointing
materials including: O-rings, gaskets, bolts, concrete collars, connecting bands
and other miscellaneous items as required to construct the specific pipeline;
excavation; constructing the specific bedding including the furnishing, placing,
and compacting of sand, gravel and rock, as required for bedding, protective
coatings or wrapping; pipe casings backfilling including the furnishing,
transporting, and placing; method of backfill and compaction as specified; trench
supporting; protection of aboveground and underground utilities and service
connections; disposal of debris, and damaged materials; testing; inspection; and,
all other related and necessary materials, work, and equipment required to
construct a complete operable pipeline in accordance with the Drawings and
Specifications.
Pav Item Pay Unit
24-inch Steel Pipe LF
17. Sand Cutoff Wall
The measurement for payment of the sand cutoff wall will be the total number of
cubic yards of sand required to be placed as specified on the Drawings or as
otherwise directed by the Engineer.
The unit bid price shall include all of the CONTRACTOR'S costs of whatsoever
nature. The price bid shall include: excavation and backfill; famishing and
placing sand for the cutoff wall; and all other necessary materials, work, and
equipment required to construct the cutoff wall in accordance with the Drawings
and Specifications.
Pav Item Pay Unit
Sand Cutoff Wall
CY
18. Concrete Pipe Encasement (24-inch Steel Pipe and 10-inch PVC Pipe)
The measurement for payment of the concrete pipe encasement will be the total
number of lineal feet of pipe encased with concrete as specified on the Drawings
or as otherwise directed by the Engineer.
The unit bid price shall include all of the CONTRACTOR'S costs of whatsoever
nature. The price bid shall include: famishing and placing concrete for the pipe
encasement; and all other necessary materials, work, and equipment required to
construct the pipe encasement in accordance with the Drawings and
Specifications.
Pav Item Pay Unit
Concrete Pipe Encasement LF
Robert Benson Dam 01270-7 Measurement and Payment
PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD
ASTM D 5084
— CLIENT MFG
JOB NO. 2540.15
.
BORING NO.
MFG-
SAMPLED
DEPTH
4'.
TESTSTARTED
0"1-05CAL
_
SAMPLE NO.
A
TEST FINISHED
09418-05 CAL
SOIL DESCR.
Pr)oect#181254
CELL NUMBER
1P
LOCATION
Robert Benson Reservoir
SATURATED TEST
Yea
_ CONF. PRIES. PSF
500
TEST TYPE
TX1Pbp
MOISTURE/DENSITY
BEFORE AFTER
DATA
TEST
TEST
Wt SON + Moisture (g)
299A
327.3
Wt Wet SON & Pan (9)
307.6
3355
— Wt Dry SON & Pen (a)
274.6 ..
274.6
Wt Lost Moisture (9)
33.3..
61.0
Wt of Pan Only (0)
82
82
Wt of Dry Soh (9)
265.3
206.3
— Moisture Content %.
12.5
22.9
Wet Density PCF
181.0
130.9
Dry Density PCF
115A
108.5
_ InIL Diameter (In)
1.928
(cm) 4.897 .
InL Area (sq In)
2.919,
(sq an) 18.836
Init Height In) _
2.985
(an) T.582
_
Vol. Bef. Consol. (car ft)
0.005D4
Val. After Consol. (cu ft)
0.00551
Porosity %
39.03
FLOW PUMP CALCULATIONS
Pump Setting
Velocity CMISec
Q (Cris)
Heigh
Diameter
Pressure (pal)
_
Area after consol. (=*cm)
Gradient
J
PermeabIIIW k (rrnls)
Back Pressure (pal)
Cell Pressure (psi)
JAve.
Effective Stress (psi)
69
4.53E-04
1.45E-05
2.984
2.016
1.008
20.522
9.888
7.1E-08
58.0
81.5
2.967
Data entry by: SR Date: 0911212D05
Checked by. et-- Data: y/glos
FIIeName: MSP054A
ADVANCED TERRA TESTING, INC.
DIRECT SHEAR TEST DATA
ASTM D 3080
•' CLIENT MFG - Fort Collins
BORING NO.
MFG-2
• DEPTH
14'
SAMPLE NO.
A
POINT
A
• SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (pat)
4794
• MOISTURE/DENSITY
BEFORE AFTER
DATA
TEST TEST
JOB NO. 2540-15
SAMPLED
TEST STARTED
09-06-05 RS
TEST FINISHED
09-07-05 RS
CELL NUMBER
Geomatic
SATURATED TEST
Yes
TEST TYPE
CD
of + ois ure —
wa.0
wa.o
Wt. Wet Soil & Pan (g)
111.5
113.8
Wt. Dry Soil & Pan (9)
96.9
96.9
.' Wt. Lost Moisture (9)
14.6
16.9
Wt. of Pan Only (9)
8.5
8.5.
WL of Dry Soil (9)
88.4
88.4
Moisture Content %
16.5
19.1
Wet Density (pat)
133.0
137.7
Dry Density (pof)
1142
115.6
• Init. Diameter (in)
1.938
Init. Area (sq in)
2.950.
InIL Height (in)
1.000
Vol. Bet. Consol. (cu ft)
0.00171
Final Height (in)
0.988
Vol. After Consol. (cu ft)
0.00169
Test Set Up: Continuous Increasing Deflection Control
Shear Speed: 0.00200 in/min
Notes & Comments:
Data File Name: MSDS214A.DAT
Normal Stress: 4794 psf 33.29 psi
Peak Stress: 5893 psi 40.92, psi
Ultimate Stress: 3058 pat 21.24 psi
Data entry by: SR
Data checked by. _�
FileName: MSDS214A
Date: 09/09/2005
Data:.. 9 0
ADVANCED TERRA TESTING, INC.
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG - Fort Collins
_ BORING NO.
MFG-2
DEPTH
14'
SAMPLE NO.
A
9 POINT
B
" SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (psf)
2397
MOISTURE/DENSITY
BEFORE
AFTER
DATA
TEST
TEST
Wt. SoI+ o re 9
3?S
Wt. Wet Soil & Pan (9)
111.5
114.3
Wt. Dry Soil & Pan (g)
96.3
96.3
_ Wt. Lost Moisture (9)
152
18.0
Wt. of Pan Only (9)
8.4
BA
WL of Dry Soil (g)
87.9
87.9
Moisture Content %
17.3
20.4
_
Wet Density (pcf)
133.1
136.7
Dry Density (pof)
I
113.5
113.5
Init. Diameter (In) -
1.938
Init. Area (sq in)
2.950
Init. Height (in)
1.000
Vol. Bef. Consol. (cu ft)
0.00171
Final Height (in)
1.001
Vol. After Consol. (cu ft)
0.00171
Test Set Up: Continuous
Increasing Dettection Control
Shear Speed:
0.00200 in/min
Notes & Comments:
Data File Name:
Normal Stress:
Peak Stress:
Ultimate Stress:
MSDS214B.DAT
2397 psf
3207 psf
1361 psf
JOB NO. 2540-15
SAMPLED
TEST STARTED
TEST FINISHED
CELL NUMBER
SATURATED TEST
TEST TYPE
16.65 psl
22.27 psi
9.45 psi
09-06-05 IRS
09-07-05 IRS
Geomatic
Yes
CD
Data entry by: SR Date: 09/0912005
Data checked by: Date: 9 0
FileName: MSDS214A ADVANCED TERRA TESTING, INC.
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG - Fort Collins
BORING NO.
MFG-2
_
DEPTH
14'
SAMPLE NO.
A
POINT
C
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (psf)
1199
MOISTURE/DENSITY
BEFOREAFTER
DATA
TEST
JOB NO. 2540-15
SAMPLED
TEST STARTED
09-06-05 RS
TEST FINISHED
09-07-05 RS
CELL NUMBER
Geomatic
SATURATED TEST
Yes
TEST TYPE
CD
Wt-S51r-f'M6,19wr8-(gT --
1 V . r
rva.v
Wt W at Soil & Pan (9)
113.1
117.4
Wt. Dry Soil & Pan (9)
100.8
100.8
_ Wt..Lost Moisture (g)
12A
16.7
Wt. of Pan Only (9)
8.4
8.4
Wt. of Dry Soil (9)
92.3
92.3
Moisture Content %
13.4
18.1
Wet Density (pcf)
1352
140.3
Dry Density (pcf)
119.2
118.8
Init Diameter (in)
1.938
Init Area (sq In)
2.950
Ink. Height (in)
1,000
Val. Bef. Consoi. (cu ft)
0.00171
Final Height (in) -
1.003
JVol.
After Consol. (cu ft)
0.00171
Test Set Up: Continuous
Increasing Deflection Control
JShear
Speed:
0.00200 Inlmin
Notes & Comments:
J
MSDS214C.DAT
Date File Name:
Normal Stress:
1199 psf 8.32 psi
Peak Stress:
3953 psf 27.45 psi
J
Ultimate Stress:
895 psf 6.22 psi
Data entry by: SR Date: 0910912005
Data checked by: Date: 4 5-
i FileName: MSDS214A ADVANCED TERRA TESTING, INC.
J
Normal Stress vs. Ultimate Shear Stress
MFG-2,A,14'
1I
2
2
of 1 1 1 1 1 1 1 1
0 2 4 8 8
Thousands
Normal Stress (psO
o sheer Data — Best Fit Una 0 c - 46.5 psr Phi = 31.7 depress
Note: No graph for peak stress, peak points were
not sufficiently consistent for least squares fitting analysis.
ADVANCED TERRA TESTING, INC.
i'I
1 f��.
No Text
No Text
ADVANCED TERRA
TESTING
Direct Shear
Test
Client.......... MFG
- Ft. Collins
ocation ........ Robert Benson Reservoir
Soil Type...........
Pt. A
Job Number.......
2540-15
" Depth ...............
14' (ft)
Sample Number...
A
Confining Pressure..
4793.9 (psf)
Baring..........
MFG-2
Shear Rate............
.0020 (in/min)
File Name.......
msds214a.DAT
" Date Tested.........
09-07-2005
Tested By.......
RS
6. 0
i
S. O
-
4.0
I LL
V
—
3. 0
N
W
=
1
- N
2.0
0
0. 03
a. a2
Z�
O
r
ca
� o
W
O
J
X
<
-. 01
-.0
-. 03
0 ❑. iu U. 20 0. 3❑ a 0.10 0.20 0.30
SHEAR DEFLECTION (in) SHEAR DEFLECTION (in)
Pass Number and Line Type.... 1 2 - - - - -- 3 — 4 ----
Maximum Shear Stress......... 5893 .0000 .0000 .0000
Shear Deflection @ Max Stress. .0833 .0000 .0000 .0000
LMATIC Direct Shear Data
,. .lame ..... msds 214 a . DAT
gent. ......MFG - Ft. Collins
Number. . ..2540-15
cation...... Robert Benson Reservoir
e.......... 09-07-2005
.hnician.... RS 1.938
imple Diameter (in)......
-ifining Pressure (psf) . . 4793. 9
nber of Passes ..........
0.25
'rear Distance (in) ... "" .0020
.?ear Rate (in/min)......•
11 Type.................Pt. A
-
smple Number ............. A
pth (ft)......... .....141
-SHEAR
SHEAR
7FLECTION
SS
EFT)
(in)
(1S
=0.0
1249
0.010 10
1585
0.020
2368
J0.025
3096
0.025
3748
n_03
4252
035
3804
- .040
3375
0.045
3338
3860
I0055
- 0.060
4308
0.065
4718
0.065
5109
0.070
5408
0.0
5669
0.080
5799
0.085
58935668
- 0.090
0.
5369
0.100 00
5109
J 0.105
4848
0.11
4643
0.115
4513
0.125
4420
J
0.1
.4364
0.130
4306
4270
0.140
4233
0.15
4196
0.155
4158
J50
0.155
4103
0.160
40283953
0.170
0.175
3879
0.175
3804
continued
next page.
J
AXIAL
DEFLECTION
(in)
0.0003
0.0005
0.0006
0.0009
0.0012
0.0015
0.0016
0.0016
0.0016
0.0019
0.0021
0.0024
0.0028
0.0034
0.0040
0.0046
0.0054
0.0059
0.0061
0.0063
0.0065
0.0067
0.0068
0.0069
0.0070
0.0072
0.0074
0.0075
0.0076
0.0077
0.0079
0.0080
0.0081
0.0082
0.0083
19. Principal Outlet - Concrete Outlet Box with Slidegate
No separate measurement for payment shall be made for any of the work,
materials, and equipment required to complete construction of these items.
Payment will be made upon completion of the work in accordance with the
Drawings and Specifications.
The lump sum bid price shall include all of the CONTRACTOR's costs of
whatsoever nature. The price bid shall include: Excavation and disposal of
material; famishing and placing the concrete for the box, footings and transition
structures; forming; furnishing and placement of reinforcing steel and expansion
joints; finishing and edging; structural excavation; furnishing and compacting all
materials required for preparation of a stable subbase; furnishing and compacting
all select structural backfill and other backfill material; furnishing and
compacting imported backfill material if no suitable on -site material is available;
furnishing and installing bolts, washers, and anchors; slidegate; protection and/or
relocation of aboveground and underground utilities and service connections;
and, all other necessary materials, work, and equipment required to construct the
structures in accordance with the Drawings and Specifications.
Pay Item Pay Unit
Principal Outlet - Concrete Outlet Box with Slidegate LS
20, Principal Outlet — Inlet Headwall for 24-Inch Steel Pipe
The measurement for payment for the construction of the specified structure will
be the individual structure, complete and in place.
The unit price bid per structure shall include all of the CONTRACTOR'S costs
of whatsoever nature. The unit price bid shall include: furnishing, transporting,
and installing all materials; sheeting and/or bracing; concrete; joint sealant and
grout; reinforcing; removal of all surfacing material outside of the prescribed
trench width; backfrlling and compaction; furnishing and compacting imported
backfill material if no suitable on -site material is available; and, all other related
and necessary materials, work, and equipment required to construct the structure
complete in accordance with the Drawings and Specifications and as implied by
the Contract Documents.
Pay Item Pay Unit
Inlet Headwall for 24-inch Steel Pipe EA
21. Principal Outlet — Outlet Headwall and Wingwall
The measurement for payment for the construction of the specified structure will
be the individual structure, complete and in place.
Robert Benson Dam 01270-8 Measurement and Payment
a 1 Continued
HEAR
SHEAR
AXIAL
E7 'TION
STRESS
DEFLECTION
r,y
(lb/ sgFT)
(in)
18O
3730
0.0083
ei.185
3655
0.0.084
0.190
3599
0.0084
).195
3562
O.00BS
3506
0.0085
.1.200
0.205
3468
0.0086
1.210
3431
0.0087
0.215
.3394
0.0088
4
f '0.220
3357
0.0090
0.225
3282
0.0090
J.230
3226
0.0091
.0:235
U51
0.0091
0.240
3114
0.0092
0.245
3096
0.0092
10.250
3058
0.0092
ass 1 completed
I
with max load =
SB93 ps£ at deflection of
r
i
J
J
0833 in
ADVANCED TERRA
TESTING
.Direct Shear
Test
'"Bent..........
MFG
- Ft. Collins
cation........
Robert Benson Reservoir
Soil Type............
Pt. B
Job Number......
2540-15
_
14' (ft)
Sample Number...
.A
Depth ...............
Confining Pressure..
2396.9 (psf)
Boring..........
MFG-2
Rate..........
.0020 (in/min)
File Name.......
msds214b.DAT
Shear
Tested.........
09-07-2005
Tested By.......
RS
Date
S. 0
0. 03
5. 0
I
4. 0
-
N
v
I
i
<
W
2
N
I J
J
1.°
J
i
0
9.02
-. 01
ME
-. 03
0. IO 0. 20 0. 30 0
SHEAR DEFLECTION (in)
F
umber and Line Type.... l 3207
m Shear Stress.........
Deflection @ Max Stress. 0671
0.10 0.20
SHEAR DEFLECTION (in)
2 - - - - -- 3
.0000
.0000
0.30
4 ----
0000 .0000
0000 OOOD
)MATIC Direct Shear Data
Name ..... msds214b.DAT
Lent ........ MFG - Ft. Collins
..6 Number .... 2540-15
)cation...... Robert Benson Reservoir
e.......... 09-07-2005
-hnician.... RS
ample Diameter (in). ..1.938
^nfining Pressure (pef)..2396.9
mber of Passes ........... 1
sear Distance (in) ....... 0.25
hear Rate (in/min)........ 0020
it Type .. ..............Pt. B
Yana Number.. MFG-2
ample Nuiu
pth (ft)
SHEAR
RFLECTION
(in)
.�0.005
0.010
10.015
20.020
0.025
0.030
035
-.040
0.045
0.050
_I 0.055
0.060
0.065
0.070
0.075
0.080
0.085
0.090
0.095
0.100
0.105
0.110
0.115
0.120
0.125
0.130
0.135
0.140
0.145
0.150
_ 0.155
1.160
.i .165
0.170
0.175
1.................
...............141
SHEAR
STRESS
(lb/sgFT)
653
709
1156.
1585
1958
2480
2462
2536
2350
2517
2592
2909
3114
3207
3133
2928
2667
2499
2350
2238
2144
2070
2014
1939
1865
1809
1734
1678
1660
1641
1604
1585
1566
1548
1529
"ontinued next page.
r
AXIAL
DEFLECTION
(in)
0.0007
0.0010
0.0016
0.0027
0.0039
0.0045
0.004.9
0.0052
0.0052
0.0056
0.0059
0.0063
0.0069
0.0076
O.0084
0.0091
0.0097
0.0101
0.0106
0.0109
0.0114
0.0117
0.0121
0.0124
0.0127
0.0131
0.0132
0.0134
0.0135
0.0137
0.0138
0.0139
0.0140
0.0140
0.0141
V 1
6MOA ue s6r
118 Newman Street
East Tawas, Michigan 48730
September 10, 1991
in re: Sandy Dorcey
To Whom•It May Concern:
Sandy Dorcey was employed by our company from August of 1983 to
September of 1991. Her first position was sales, customer service,
displays and store maintenance. Additional responsibilities were
later added to include opening, closing and assistant manager.
Over the past three years she has initiated a complex computer
system which included accounts payable, accounts receiveable,
general ledger and inventory control.
All tasks that were assigned were performed at a very satisfactory
level. We found her timely, percise, punctual, honest and always
having concern for our business. We would recommend Sandy for
employment in any of the above related areas. If the opportunity
presented itself for re-employment with our company a position
would be available.
If you have further questions about Sandy, please feel free to
contact me at the above address or phone (517) 362-3437.
Sincerely,
0'CO NOR'S PENDLETON '8MM
Tim th .'.O'Connor Jt`�
President
38 1 Continued
SHEAR
SHEAR
AXIAL
SF'^CTION
STRESS
DEFLECTION
]
(lb/sgFT)
(in)
).180
1510
0.0142
-3.185
3.492
0.0143
0.190
1492
0.0144
D.195
3.473
0.0145
D.200
1455
0.0145
0.205
1455
0.0145
0.210
1436
0.0145
0.215
1436
0.0146
-0.220
1417
0.0146
0.225
1417
0.0146
I0.230
1399
0.0146
in 235
1399
0.0146
0.240
1380
0.0147
0.245
1380
0.0147
10.250
1361
0.0147
ass 1 completed with max load = 3207 psf at deflection of .0671 in
.J
I
J
11
TERRA TESTING
_ADVANCED
.Direct Shear
Test
MFG
- Ft. Collins
-' dent..........
Robert Benson Reservoir
ocation........
Pt. C
Job Number......
2540-15
Soil Type.. .........
14' Cft)
Sample Number.:
A
Depth...............
Confining Pressure..
1196.5 Cps/)
(in/min)
Boring ..........
File
aBy.......
MFG-2
_ Shear Rate..........
.0020
09-06-2005
Tested
RSds214c.0AT
Date Tested .........
-T
0.
6. 0
I
J
J
5.0
4.0
3..0
2.0
1.0
0
0.02
-. 01
-. 02
-. 09 I I I
0.20 0.30 0 0.10 0.20
0 0•10 S
SHEAR DEFLECTION (in) HEAR DEFLECTION (in)
0.30
Pass Number and Line Type .... 1 3953 ---- .0000 .0000
Maximum Shear Stress......... .0000 .0000
Shear Deflection @ Max Stress. .0455 .0000
MATIC Direct Shear Data
At .Jame ..... msds214c:DAT
lent ........ MFG - Ft. Collins
b Number .... 2540-15
,cation...... Robert Benson Reservoir
;e.,,,,......09-06-2005
hnician....RS
mple Diameter (in) ...... 1.938
afining Pressure (psf)..1198.5
nber of Passes ....••• " '0.25
Lear Distance (in)......
,-ear Rate (in/min)........ 0020
1.Pt. C
it .Type . . ............... Mpr3_12
ample Number
.............A
pth (ft)...........
'
SHEAR
SHEAR
AXIAL
FLECTION
STRESS
DEFLECTION
](in)
(lb/sgFT)
(in)
0.005
1138
0.0001
0.010
.1865
0,0012
I0.015
2611
0.0026
J 0.020
3077
0.0041
0.025
3357
0.0055
�^ 030
3599
0.0071
035
3767
0.0092,
J 0.040
3823
0.0120
0.045
3916
0.0147
J0.050
3468
0.0179
0.0177
0.055
1566
0.060
1417
0.0184
1324
O.O1B9
J0.065
0.070
1287
0.0194
0.075
1231
0.0200
1193
0.0205
10.080
0.085
1138
0.0209
0.090
1100
0.0214
0.095
1063
0.0217
1044
0.0222
J0.100
0.105
1044
0.0225
0.110
1026
0.0229
1026
0.0232
J0.115
0.120
1007
0.0235
0.125
.1007
0.0238
988
0.0240
J0.130
0.135
988
0.0242
0.0245
0.140
988
0.145
988
0.0247
988
0.0249
J0.150
0.155
970
0.0251
).160
970
0.0253
0.165
970
0.0256
0.170
970
0.0256
0.175
970
0.0258
JContinued next page.
s 1 Continued
HEAP
SHE
AXIAL
F' !TION
STRESS
DEFLECTION
r
(lb/sgFT)
(in)
i.180
951
0.0260
-J.185
951
0.0262
0.190
951
0.0264
).195
951
0.0265
i0.200
932
0.0267
_
0.205
932
0.0269
�.210
932
6.0271
?.215
932
0.0272
0.220
932
0.0274
0.225
932
0.0276
0.230
932
0.0278
-'0�23z
932
0.0280
0.240
932
0.0281.
10.245
914
0.0283
0.250
ass 1
895
with max load =
0.0284
3953 pef at deflection of .0458 in
completed
j
DIRECT SHEAR TEST DATA
ASTM D 3080
I
CLIENT MFG - Fort Collins
JOB NO, 2540-15
BORING NO.
MFG-1
SAMPLED
DEPTH
4'
TEST STARTED
09-08-05 RS
SAMPLE NO.
A
TEST FINISHED
09.OMS RS
POINT
A
CELL NUMBER
Geomatic
SOIL DESCR.
Project #181254
SATURATED TEST
Yea
LOCATION
Robert Benson Reservoir
TEST TYPE
CD
NORMAL STRESS (psf)
1392
MOISTUREIDENSITY
BEFORE
AFTER
DATA
TEST
TEST
- Wt. Soil +-Moisture-(g)
921
995
—
Wt. Wet Soil & Pan (g)
101.2
108.0
Wt. Dry Soil & Pan (9)
89.2
89.2
_ Wt. Lost Moisture (g)
12.0
18.7
Wt. of Pan Only (g)
8.5
8.5
Wt. of Dry Soil (g)
80.7
80.7
Moisture Content %
14.8
23.2
Wet Density (pd)
119.7
131.1
Dry Density (pcf)
104.3
106.5
i
Init. Diameter (in)
1.938
Init. Area _ (eq in)
2.950
Init. Height (in)
1.000
Vol. Bef. Consol. (cu ft)
0.00171
Final Height (in)
0.979
j Vol. After Canso[. (cu ft)
0.00167
Test Set Up: Continuous Increasing Deflection Control
Shear Speed: 0.00200 in/min
Notes & Comments:
Data File Name: MSDSI4A.DAT
{ Normal Stress: 1392 psf 9.67 psi
Peak Stress: 1343 psf 9.33 psi
Ultimate Stress: 988 psf 6.86 psi
i Data entry by: SR Date: 09113/2005
aData checked by: Date: 9 oS
FileName: MSDSG14A
ADVANCED TERRA TESTING, INC.
No Text
The unit price bid per structure shall include all of the CONTRACTOR'S costs
of whatsoever nature. The unit price bid shall include: furnishing, transporting,
and installing all materials; sheeting and/or bracing; concrete; joint sealant and
grout; reinforcing; removal of all surfacing material outside of the prescribed
trench width; backfilling and compaction; furnishing and compacting imported
backfill material if no suitable on -site material is available; and, all other related
and necessary materials, work, and equipment required to construct the structure
complete in accordance with the Drawings and Specifications and as implied by
the Contract Documents.
Pay Item Pav Unit
Outlet Headwall and Wingwall EA
22. 6-inch PVC Toe Drain incl. gravel pack
The measurement for payment of the 6-inch toe drain will be the actual number
of linear feet of pipe installed, completed in place, measured along the center
line of the pipe from inside the face of manhole to inside face of manhole, from
inside face of manhole to given station, from given station to given station, or
from center of manhole to center of manhole with deductions made of the
internal diameter or dimensions of manholes or structures.
The unit price bid per linear foot of pipe shall include all of the
CONTRACTOR's costs of whatsoever nature required for constructing the
specific pipeline. The price bid shall include: locating and protection of the
existing utilities in and along the pipe length; furnishing, transporting, and
installing all pipe and materials; adjusting location of existing small utilities, and
valves; tapping and/or connecting to pipes or structures, and furnishing and
installing fittings or specials not otherwise provided for elsewhere in the
Documents; and jointing materials including: 0-rings, gaskets, bolts, connecting
bands and other miscellaneous items as required to construct the specific
pipeline; excavation; constructing the specific bedding including the furnishing,
placing, and compacting of sand, gravel and rock, as required for bedding or
drainage, protective coatings or wrapping; pipe casings backfilling including the
furnishing, transporting, and placing; method of backfill and compaction as
specified; trench supporting; protection of aboveground and underground
utilities and service connections; disposal of debris, and damaged materials;
testing; inspection; and, all other related and necessary materials, work, and
equipment required to construct a complete operable pipeline in accordance with
the Drawings and Specifications.
Pav item Pav i nit
6-inch PVC Toe Drain incl. gravel pack LF
23. Staff Gage
The measurement for payment of the staff gage will be on a lump sum basis as
specified on the Drawings or as otherwise directed by the Engineer.
Robert Benson Dam 01270-9 Measurement and Payment
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG - Fort Collins
BORING NO.
MFG-1
DEPTH
4'
SAMPLE NO.
A
POINT
B
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (Psf)
696
MOISTURE/DENSITY
BEFORE
DATA
TEST
Wt Soil + Moisture (9)
96.0
Wt Wet Soil & Pan (9)
104.4
Wt. Dry Soil & Pan (9)
92.1
Wt Lost Moisture (9)
12.2
Wt. of Pan Only (9)
8.4
Wt. of Dry Soil (9)
83.7
Moisture Content %
14.6
Wet Density (pof)
123.9
Dry Density (Pcf)
108.1
AFTER
TEST
Init. Diameter (In)
1.938
InIL Area (sq In)
2.950
Init. Height (In)
1.000
Vol. Bef. Consol. (cu ft)
0.00171
Final Height (in)
1.005
Vol. After Consol. (cu ft)
0.00172
Test Set Up: Continuous
Increasing Deflection Control
Shear Speed:
0.00200 in/min
Notes & Comments:
JOB NO. 2540-15
102.5
111.0
92.1
18.8
8.4
83.7
22.5
131.7
107.5
SAMPLED
TEST STARTED
TEST FINISHED
CELL NUMBER
SATURATED TEST
TEST TYPE
Data File Name:
MSDSI4B.DAT
Normal Stress:
696 psf 4.83 psi
Peak Stress:
1119 psf 7.77 psi
Ultimate Stress:
597 psf 4.15 psi
09-08-05 RS
09-08-05 RS
Geomatic
Yes
CO
Data entry by: SR Date: 09/13/2005
Data checked by. a Date: 9 05
FileName: MSDSG14A ADVANCED TERRA TESTING, INC.
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG - Fort Collins JOB NO. 2540-15
BORING NO.
MFG-1
SAMPLED
DEPTH
4'
TEST STARTED
09-08-05 IRS
SAMPLE NO.
A
TEST FINISHED
09-08-05 IRS
POINT
C
CELL NUMBER
Geomatic
SOIL DESCR.
Project#181254
SATURATED TEST
Yes
LOCATION
Robert Benson Reservoir
TEST TYPE
CD
NORMAL STRESS (Psf)
348
MOISTUREIDENSITY
BEFORE AFTER
DATA
TEST TEST
- Wi. 950+ Moiltwi
3.798:2
Wt. Wet Soil & Pan (9)
97.6
106.0
i Wt Dry Soil & Pan (9)
85.9
85.9
— Wt. Lost Moisture (9)
11.7
20.1
Wt. of Pan Only (g)
7.9
7.9
Wt. of Dry Soil (g)
78.1
78.1
Moisture Content %
14.9
25.7
Wet Density (pcf)
115.9
124.3
Dry Density (pd)
100.8
98.9
Init. Diameter (in)
1.938
Init. Area (eq in)
2.960
Init. Height (in)
1.000
Vol. Bef. Consol. (cu ft)
0.00171
Final Height (in)
1.020
Vol. After Consol. (cu ft)
0.00174
Test Set Up: Continuous
Increasing Deflection Control
Shear Speed:
0.00200 inlmin
Notes & Comments:
Data File Name:
MSDSI4C.DAT
Normal Stress:
348 pelf
2.42
psi
Peak Stress:
503 pelf
3.49
psi
Ultimate Stress:
J
373 psf
2.59
psi
l
J
Data entry by:
SR Date: 0911212005
1
Date checked by. -a
Date: s a. o 5-
FileName: MSDSG14A
ADVANCED TERRA TESTING, INC.
1
J
J
J
J
J
Normal Stress vs. Peak Shear Stress
MFGA AN
20M
1500
O
a 1000
O
w
t
w
500
0
0 50D 1000 1500 2000
Normal Stress (psQ
OStuer Data -ant fit Lho o+301.0w PN+35.3 dogren
Normal Stress vs. Ultimate Shear Stress
MFG-1,AA4-
2000
1500
a
N
w low
0
L
w
500
�
. %
%
.O%
0
0 500 1000 15M 2D00
Normal Stress (psf)
OShnrDate-BeatMLin 0c=177.5 psf PM=30.3 depieee
ADVANCED TERRA TESTING, INC.
Normal Stress vs. Peak Shear Stress
MFG-1,A,4'
2000
500
0 500 1000 1500 2000
Normal Stress (psf)
O Shaw Date -ae•Rt Lim 0e•391.0 paf Pid=M3degrees
Normal Stress vs. Ultimate Shear Stress
MFG1 A,4'
ZOW
1500
'ID00
/
Q
/
500
A�
0 500 1000 1500 2000
Normal Stress (pst)
o Shear Dela -Best Fit Lim des 177.5 pef Rd=30.3 degrees
ADVANCED TERRA TESTING, INC.
)MATIC Direct Shear Data
Name ...... msds14a.DAT
Lent ......... MFG - Ft. Collins
_z) Number .... 2540-15
)cation...... Robert Benson Reservoir
:e.......... 09-08-2005
hnician.... RS
imple Diameter (in) ...... 1.938
i-)nf ining Pressure (pef)..1391.8
tuber of Passes .......... 1
tear Distance (in) ....... 0.25
.sear Rate (in/min)........ 0020
.11 Type.................Pt. A
xina Number.. ......MFG-1
a le Number ...... --A
�pth (ft)
................41
i
SHEAR
SHEAR
AXIAL
STRESS
DEFLECTION
,EFLECTION
(in)
(lb/sgFT)
(in)
�0.005
709
0-0004
0.010
1063
0.0013
0.015
1249
0.0024
0.020
1343
0.0035
0.025
1324
0.0048
10.030
1249
0.0056
035
1193
0.0063
J -.040
1156
0.0066
0.045
1138.
0.0068
1138
0.0071
J0.050
0.055
1219
0.0073
0.060
1119
0.0074
0.065
1119
0.0077
J0.070
1082
0.0079
0.075
1082
0.0079
0.080
1082
0.0080
0.085
1082
0.0080
J 0.090
1063
0.0081
0.095
1063
0.0081
1063
0.0082
l0.100
0.105
1063
0.0083
0.110
1044
0.0083
0.115
1044
0.0084
f
J0.120
1044
0.0084
0.125
1044
0.0084
0.130
1044
0.0084
1044
0.0084
J0.135
0.140
1044
0.0084
0.145
1044
0.0084
0.150
1026
0.0084
0.155
1044
0.0084
1.160
1026
0.0084
.1.165
1026
0.0084
J0.170
1026
0.0084
0.175
1026
0.0084
Jontinued next page.
1 Continued
SHSAB
AXIAL
STRESS
DEFLECTION
PEAR
(lb/SOFT)
(in)
1026
0.0084
! 1180
1007
0.0084
1'.185
1007
.0.0083
).190
1007
0.0083
.195
1007
0.0082
.200
1007
0.0081
3.205
1007
0.0081
1.210
1007
0.0081
,1.215
1007
0.0080
0.220
1007
0.00B0
^.225
1007
0.0080
1 1.230
0.0079
-- -
988
0.0078
j 0.240
988
0.0077
9.245
.250
988
load
0.0076
1343 paf at deflection of .0194 in
LsS 1 Completed
I
i
with max
-
I
I
11
:ADVANCED TERRA
TESTING
Direct Shear
Test
. client.......... MFG
- Ft. Collins
cation........ Robert Benson Reservoir
Soil Type......., ..
Pt. A
Job Number .......
2540-15
Depth ...............
4' (ft)
Sample Number...
A
Confining Pressure..
1391.8 (psf)
Boring..........
MFG-1
Shear Rate....... ..
.0020 (in/min)
File Name......,
msdsl4o.DAT
Date Tested.........
09-08-2005
Tested By.......
RS
�i
l.0
LL
.
Y
0. 7`,
W
N
0. 'e
0. 03
I 02
11.01
Z[
O
r
w
0
J
X
5
-. 02
-. 03
0 0,10 0.20 0.30 0 0.10 0.20 0.30
SHEAR DEFLECTION Un) SHEAR DEFLECTION (in)
Pass Number and Line Type..,. 1 2 - - - - -- 3 --- 4 ----
Maximum Shear Stress......... 1343 .0000 .0000 .0000
Shear Deflection @ Max Stress. .0194 .0000 .0000 .0000
7
�MATIC Direct Shear .Data
Name ..... msdsl4b.DAT
Jant........ MFG - Ft. Collins
Number .... 2540-15
)cation...... Robert Benson Reservoir
e..........09-08-2005
hnician.... RS
ample Diameter (in) ...... 1.938
fining Pressure (psf)..695.9
Tiber of Passes .......... I
ar Distance (in) ....... 0.25
near Rate (in/min)........ 0020
it Type .... ... .......Pt. B.
in Number .MFG-1
ample Number.............
--
A
T-th (ft)............
I .... 41
SHEAR
SHEAR
AXIAL
FjFLECTION
STRESS
DEFLECTION
(lb/sgFT)
(in)
I(in)
0.005
448
0.0001
0.010
765
0.0005
970
0.0017
10.015
0.020
1082
0.0032
0.025
1082
0.0047
0.030
970
0.0058
035
839
0.0070
040
765
0.0074
0.045
746
0.0080
709
0.0084
10.050
0.055
709
0.0088
0.060
690
0.0091
0.065
671
0.0096
0.070
671
0.0099
0.075
671
0.0102
0.080
653
0.0105
0.085
1
634
0.0107
0.090
634
0.0110
0.095
634
0.0112
0.100
634
0.0115
1 0.105
634
0.0117 .
0.110
634
0.0119
0.115
634
0.0120
1 0.120
634
0.0121
0.125
634
0.0123
0.130
634
0.0125
0.135
634
0.0127
1 0.140
615
0.0129
0.145
615
0.0129
^. 0.150
615
0.0131
0.155
615
0.0134
�.160
615
0.0135
.165
615
0.0136
0.170
615
0.0137
0.175
615
0.0137
!ontinued next
page.
iss 1 Continued
3HEAR
SHEAR
AXIAL
.r'LECTION
STRESS
DEFLECTION
))
(lb/sgFT)
(in)
J.180
615
0.0139
0.185
'0.190
597
0.0140
597
0.0142
0.195
591
0.0143
0.200
615
0.0144
•'0.205
597
0.0144
0.210
597
0.0145
0.215
597
0.0145
.0.220
597
0.0146
0.225
597
0.0147
:0.230
597
0.0148
10.235
597
7
0.0149
0.245
597
e- ems e
0.0151,
0.250
597
0.0151
sss 1 completed
with max load .=
1119 psf at deflection
of .0224 in
J
I
F
J
J
ADVANCED
TERRA TESTING
Direct Shear
Test
llent..........
"MFG - Ft. Collins
cation........
Robert Benson Reservoir
Soil Type........ .. Pt. B
Job Number......
2540-15
4' (ft)
Sample Number...
A
Depth ...............
Confining Pressure.. 695.9 (psf)
Boring..........
MFG-1
Shear Rate.......... .0020 (in/min)
File Name.......
msdsl4b.DAT
Date Tested.........
09-08-2005
Tested By........
RS
i1.5
0.03
i
1
i
1. 0
r
(A
Y
V
2
O
F-
0
�
0.75
�
m
W
O
I
t
�
N
�
0.50
-. O1
i
v
-
D.zs . 02
0 -. 03
D 0.1D 0.211 0.30 0 0.1D 0.20 0.30
SHEAR DEFLECTION Cin) SHEAR DEFLECTION (tn)
'ass Number and Line Type.... 1 2 ---- -- 3 — 4
ioxlmum Shear Stress......... 1119 .0000 .0000 .0000
;hear Deflection @ Max Stress. .0224 .0000 .0000 .0000
The lump sum bid price shall include all of the CONTRACTOR'S costs of
whatsoever nature. The price bid shall include: excavation and backfill;
concrete base; furnishing and placing the wooden gage; and all other necessary
materials, work, and equipment required to construct the staff' gage in
accordance with the Drawings and Specifications.
Pay Item Pay Unit
Staff Gage
24, Survey Monument
LS
The measurement for payment of survey monuments will be the total number of
monuments installed as specified on the Drawings or as otherwise directed by
the Engineer.
The unit bid price shall include all of the CONTRACTOR'S costs of whatsoever
nature. The price bid shall include: excavation and backfill; furnishing and
placing the monuments; and all other necessary materials, work, and equipment
required to construct the cutoff wall in accordance with the Drawings and
Specifications.
Pay Item Pay Unit
Survey Monument EA
25. Riprap (Class 12)
The measurement for payment of riprap will be the total number of cubic yards
of riprap required to be placed as specified on the Drawings or as otherwise
directed by the ENGINEER. Measurement does not include the thickness of the
bedding.
The unit price bid per cubic yard of riprap placed shall include all of the
CONTRACTOR'S costs of whatsoever nature. The item shall include:
fumishing, transporting, and placing all riprap; excavation, compaction,
backfilling, removal and disposal of excavations and debris; Type 11 bedding
material; geotextile fabric; compacted fill required to bury riprap; and all other
related and necessary materials, work, and equipment required to place the riprap
in accordance with the Drawings and Specifications.
Pay Item Pay Unit
Riprap (Class 12) CY
26. Irrigation-10 inch PVC Irrigation Pipe
Robert Benson Dam 01270-10 Measurement and Payment
DMATIC Direct Shear Data
Name ..... msdsl4c.DAT
Lent ......... MFG - Ft. Collins'
lb Number .... 2540-15
)cation...... Robert Benson Reservoir
ce.......... 09-08-2005
,ahnician.... RS
smple Diameter (in) ...... 1.938
refining Pressure (psf)..347.9
mber of Passes .......... 1
dear Distance (in) ....... 0.25
hear Rate (in/min)........ 0020
it Type .. ..............Pt. C
Nrin4 Numb er............. MFG-1
ampic IIULI w=i
....... . .......
Vth (ft)..............
..4'
SHEAR
SHEAR
AXIAL
IFLECTION
STRESS
DEFLECTION
(in)
(lb/sgFT)
(in)
i0.005
149
0.0007
0.010
354
0.0017
0.015
.466
0.0031
0.020
503
0.0047
•
0.025
485
0.0061
^.030
466
0.0072
1035
448
0.0080
• U.040
448
0.0087
0.045
429
0.0094
0.050
410
0.0099
0.055
410
0.0103
0.060
392
0.0105
0.065
373
0.0108
0.070
373
0.0111
0.075
373
0.0112
0.080
373
0.0113
J0.085
373
0.0115
0.090
373
0.0118
0.095
373
0.0119
0.100
373
0.0120
0.105
373
0.0121
0.110
373
0.0123
0.115
373
0.0124
0.120
373
0.0125
0.125
373
0.0126
0.130
373
0.0127
373
0.0128
J0.135
0.140
373
0.0128
0.145
373
0.0129
354
0.0130
J0.150
0.155
373
0.0131
0.160
373
0.0131
373
0.0132
J0.165
0.170
373
0.0133
0.175
373
0.0133
�ontinued next page.
1 Continued
pR
SHEAR
AXIAL
µ R
STRESS
DEFLECTION
'i 'ION
(lb/s4F'T)
(in)
nj
373
0. 0134
180
i.185
373
0.0135
373
0.0135
.185
373
0.0135
.190
373
0.0136
e.195
0
373
0.0136
0.20
354
0.0136
.5
2
373
0.0138
r.215
373
0.0138
0.220
373
0.0138
•225
373
0.0139
i.230
373
0.0139
Q.240 373
0.245 373
ob.250
iss 1 completed with max load =
�I
0.0140.
0.0141
503 pef at deflection of .0170 in
ADVANCED TERRA TESTING
..Direct Shear
Test
rIlent .......... MFG
- Ft. Collins
Cat l on........ Robert Benson Reservoir .
Soil Type...........
Pt. C
Job Number......
2540-15
Depth..
4' (ft)
Sample Number..
A
Confining Pressure..
347.2 Cpsf)
Baring..........
MFG-1
Shear Rate..........
.0020 (in/min)
File Name.......
msdsl4c.0AT
1 .Date Tested.........
09-08-2005
Tested By.......
RS
7.5
1
1,
1. 3
�.0
x
0.7.
m
a:
w
w
x
0.5
■
■
0.2
■
u. u�
u. u�
0.02
0.0
J D
w
0
X
4
.03
0 0. 10 0.20 0.30 0 0. 10 0.20 0.30
SHEAR DEFLECTION (in) SHEAR DEFLECTION (in)
Pass Number and Line Type.... 1 2 - - - - -- 3 — - 4 -- —
Maximum Shear Stress......... 503 .0000 .0000 .D000.
Shear Deflection @ Max Stress. .0170 .0000 .0000 .0000
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
ASTM D 2168
CLIENT MFG
JOB NO. 2540-15
BORING NO.
MFG-3
SAMPLED
DEPTH
2.5'
DATE TESTED
09-02.05 CAL
SAMPLE NO.
A
SATURATED TEST
No
SOIL DESCR.
Project #181254
AT FIELD MOIST.
Yes
LOCATION
Robert Benson Reservoir
CONF. PRES. PSF
0
TESTTYPE
UCS
M0ISTURE/DENSITY
BEFORE
1'
DATA
TEST
wt. soil + moisture (g)
393.2
Wt Wet Soil & Pan (g)
401.6
1'
Wt. Dry Soil &Pon (g)
329.7
Wt Lost Moisture (g)
71.8
Wt of Pan Only (9)
8.3
WtofDry Soil (9)
321A
Moisture Content %
22.3
Wet Density PCF
126.9
Dry Density PCF
103.7
Init. Diameter (In)
1,936
Init. Area (sq In)
2.944
s-
inIt. Height (In)
4.010
Haight to Diameter Ratio
Z071
Volume cu Ft
0•DDS83
Notes & Comments:
i
I
r
Data entered by. SR
Data checked by:_jZhg-
FileName: MSX0325A
Date: 09/0612005
Date: Q%,L/o6
ADVANCED TERRA TESTING, INC.
IN
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
CLIENT MFG
JOB NO. 2540-15
.
BORING NO.
MFG-3
SAMPLED
DEPTH
2.5'
DATE TESTED
09-02-05 CAL
SAMPLE NO.
A
SATURATED TEST
No
SOIL DESCR.
Project#181254
AT FIELD MOIST.
Yes
LOCATION
Robert Benson Reservoir
CONF. PRES. PSF
0
_
TEST TYPE
UCS
Init Ht (in)
4.010
InIL Area (sq in)
2.944
Strain Rate
(INmin)
0.040
Uncorrected
Ardal
Axial
Delta
Axial
Area
Dev.
Dev.
Load
Stress
HL
%
Final
Stress
Stress
J
Lbs.
PSF
In.
Strain
Sq In.
PSF
PSI
0.0
0
OA00
0.00
2.944
0
0.0
3.0
147
0.008
0.20
2.950
146
1.0
6.0
294
0.016
0.40
2.956
292
2.0
11.0
538
0.024
0.60
2.962
535
3.7
17.0
832
OA32
0.80
2.968
825
5.7
24.0
1174
0.040
1.00
2.973
1162
8.1
44.0
2152
0.060
1.50
2.989
2120
14.7
67.0
3277
0.080
2.00
3.004
3212
22.3
90.0
4403
0.100
2.50
3.019
4293
29.8
J
109.0
5332
0.120
3.00
3,035
5172
35.9
124.0
6066
0.140
3.50
3.050
5854
40.6
132.0
6457
0.156
3.90
3.063
6205
43.1
69.0
3375
0.180
4.50
3.082
3223
22.4
44.0
2152
0.201
5.00
3.099
2045
14.2
I�
I�
Peak Deviator Stress (pst)
43.09
Data entered by.
SR
Date:
09/06/2005
Data checked by
LK
Date: �vs,
FileName:
MSX0325A
ADVANCED TERRA TESTING, INC.
2
1... _.. ■ 1. _. ■._..__ ■.. L.'_ a...
UNCONFINED COMPRESSIVE STRENG
6
6
PJ
0 2
0
Percent Adel Strad
4
6
i'
i
r
■
■
■
J
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
ASTM D 2166
CLIENT MFG
JOB NO. 2640-15
BORING NO.
MFG-5
SAMPLED
DEPTH
9.
DATE TESTED
09-02-05 CAL
■ SAMPLE NO.
A
SATURATED TEST
No
SOIL DESCR.
Project #181264
AT FIELD MOIST.
Yes
LOCATION
Robert Benson Reservoir
CONF. PRIES. PSF
0
TEST TYPE
UCS
■
MOISTUREIDENSITY
DATA
Wt. Soil + Moisture (g)
Wt Wet Soil & Pan (g)
Wt Dry Soil & Pan (9)
Wt Lost Moisture (9)
Wt. of Pan Only (9)
Wt of Dry Son (9)
Moisture Content %
Wet Density PCF
Dry Density PCF
Inn. Diameter (in)
Inn. Area (sq In)
InI. Haight (In)
Height to Diameter Ratio
Volume cu Ft
Notes & Comments:
Data entered by: SR
Data checked by: A.&—
FileName: MSX059A
BEFORE
TEST
418.9
427.3
399.6
27.7
8.4
3912
7.1
137.3
1282
1.929
2.922,
3.977
2052
O.OD673
Date: 09/06/2005
Date: 9 00 0s
ADVANCED TERRA TESTING, INC.
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
CLIENT MFG JOB NO. 2540-15
BORING NO.
MFG-5
SAMPLED
DEPTH
9'
DATETESTED
09-02-05CAL
SAMPLE NO.
A
SATURATED TEST
No
SOIL DESCR.
Project #181254
AT FIELD MOIST.
Yes
LOCATION
Robert Benson Reservoir
CONF. PRES. PSF
0
TESTTYPE
UCS
IntL Ht. (in)
3.977
IniL Area
(sq In)
2.922
Strain Rate (inimin)
0.040
Uncorrected
Axial
A)dal
Delta
Axial
Area
Dev.
Dev.
Load
Stress
Ht.
%
Final
Stress
Stress
Lbs.
PSF
In.
Strain
Sq In.
PSF
PSI
0.0
.0
0.000
0.00
2.922
0
0.0
3.0
148
O.OD4
0.10
2.926
148
1.0
7.0
345
0.008
020
2.928
344
2A
18.0
887
0.012
0.30
2.931
884
6.1
39.0
1922
0.016
0.40
2JM
1914
13.3
90.0
4435
0,020
0.50
2.937
4412
30.6
168.0
8278
0.024
0.60
2.940
8228
57.1
271.0
13353
0.028
0.70
2.943
13260
92.1
398.0
19611
0.632
0.80
2.946
19454
135.1
524.0
25819
0.036
0.90
2.949
25587
177.7
628.0
30943
0.040
1.00
2.962
30634
212.7
708.0
34787
0.044
1.10
2.955
34404
238.9
771.0
37989
0.048
1.20
2.958
37534
260.7
811.0
39960
0.052
1.30
2.981
39441
273.9
828.0
40798
0.056
1.40
2.964
40227
279.4
816.0
40207
0.060
1.50
2.967
39603
275.0
756.0
38729
0.064
1.60
2.970
38109
264.6
715.0
35230
0.068
1.70
2.973
34631
240.5
625.0
30796
0.072
1.80
2.976
30241
210.0
565.0
27839
0.076
1.90
2.979
27310
189.7
490.0
24144
0.080
2.00
2.982
23661
164.3
Peak Deviator Stress (psi)
Data entered by: SR Date:
Data checked by. c.L Date: o eS
FIIeName: MSX059A
279.35
09/05/2005
ADVANCED TERRA TESTING, INC.
t.--_ L ---- �--_ �_ l..—. �.._--- •-- _. ■._.. ' •.
UNCONFINED COMPRESSIVE STRENGTH TEST
MFG5,9',A
50
Q
10
0
0 0.5
1 1.5
Percent Axial Strain
2
2.5
The measurement for payment of this item will be the actual number of linear
feet of 10" PVC irrigation pipe and 1-1/2" flush piping installed, as measured
along the centerline of the waterline pipe from intake screen to center of wet
well, with deductions made for the internal radius of wet well; however, no
measurement for payment will be made for pipe removed or damaged due to
negligence or unauthorized operations by the Contractor. The work includes all
equipment, labor, materials, fittings, and all incidentals necessary to excavate,
place, bed, and backfill the 10" PVC irrigation pipe and flush piping as well as
penetrations through the dam and lining system. Upon completion of
construction, restoration of final grade and turf reseeding along disturbed earth,
in accordance with the Drawings shall be completed.
Pay Item Pay T Tnit
Intake Pipe IF
27. Irrigation Intake Screen
The measurement for payment of this item will be made on a lump sum basis.
The lump sum price bid for this item shall be full compensation for all labor,
materials, and equipment necessary to install intake screen as shown in the plans.
Pay Item Pay Unit
Intake Screen LS
28. Irrigation - Wet Well/Manhole
The measurement for payment of this item will be made on a lump sum basis.
The lump sum price bid for this item shall be full compensation for all labor,
materials, and equipment necessary to supply, install and waterproof the wet
well (manhole sections) as shown in the plans, including core drilling/cast-outs
for pipe penetrations and fabricating and installing the temporary wood cover.
-Pay Item Pay Unit
Wet Well/Manhole LS
29. Irrigation -Manhole
The measurement for payment for the construction of the specified manhole will
be the individual structure, complete, and in place.
The unit price bid per manhole shall include all of the CONTRACTOR'S costs
of whatsoever nature. The price bid shall include: furnishing, transporting, and
installing all materials; sheeting and/or bracing; concrete; reinforcement precast
cones or flattop; brick, mortar, plastic joint sealant and grout; manhole steps,
ring and cover; watertight manhole frame and bolted lid where required;
constructing and shaping of the base invert including all pipe incorporated within
the manhole; construction of required stub -outs and connections including pipe
Robert Benson Dam 01270-11 Measurement and Payment
No Text
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
ASTM D 2166
CLIENT MFG
BORING NO.
MFG-2
DEPTH
2.5'
SAMPLE NO.
A
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
MOISTURE/DENSITY
BEFORE
DATA
TEST
WL Soil + Moisture (9)
319.0
Wt. Wet Soil & Pan (g)
3272
Wt. Dry Soil & Pan (9)
3002
Wt. Lost Moisture (9)
269
Wt. of Pen Only (9)
8.1
Wt. of Dry Soil (9)
292.1
Moisture Content %
9.2
Wet Density PCF
110.5
Dry Density PCF
1012
IntL Diameter (in)
1.936'
Intl Area (sq in)
2.9"
IniL Height on)
3.736
Height to Diameter Ratio 1930
Volume cu FL
0.00636
Notes & Comments:
Short Semple
JOB NO. 2540-15
1q.KT,i0=11
DATE TESTED
09-02-05 CAL
SATURATED TEST
No
AT FIELD MOIST.
Yes
CONF. PRIES. PSF
0
TEST TYPE
UCS
Data entered by. SR Date: 09/06/2005
Data checked by. at Date: c os
FlIeName: MSX0225A ADVANCED TERRA TESTING, INC.
CLIENT MFG
BORING NO.
DEPTH
SAMPLE NO.
SOIL DESCR.
LOCATION
IniL Ht. (in)
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
MFG-2
2.5'
A
Project #181254
Robert Benson Reservoir
3.736
Uncorrected
A)dal
A)dal
Delta
Load
Stress
Ht
Lbs.
PSF
In.
0.0
0
0.000
2.0
98
0.008
5.0
245
.0.015
9.0
440
0.022
16.0
783
0.030
25.0
1223
0.037
60.0
2446
0.056
57.0
2788
0.071
48.0
2348
0.093
32.0
1585
0.116
JOB NO. 2540.15
SAMPLED
DATE TESTED
SATURATED TEST
AT FIELD MOIST.
CONF.PRES.PSF
TEST TYPE
Init Area (sq in)
Strain Rate (in/min)
0&02-0SCAL
No
Yes
0
UCS
A)dal
Area
Dev.
Dev.
%
Final
Stress
Stress
Strain
Sq In.
PSF
PSI
0.00
2.944
0
0.0
020
2.950
98
0.7
0.40
2.956
244
1.7
.0.80
2.962
438
3.0
0.80
2.967
776
5.4
1.00
2.974
1211
8.4
1.50
2.989
2409
16.7
1.90
.3.001
2735
19.0
2.50
3.019
2289
15.9
3.10
3.038
1517
10.5
2.944
0.037
Peak Deviator Stress (Psi) 19.00
Data entered by: SR Date: 09/06/2005
Data checked by:_ed Date: .41&r
FIIeName: MSX0225A ADVANCED TERRA TESTING, INC.
J
I I
UNCONFINED COMPRESSIVE STRENGTH, TESTI
MFG-2,2.&.A
2
1
a 4
0 2
Percent Axial Strain
1. 4
No Text
MECHANICAL ANALYSIS - SIEVE TEST DATA
_
4200 SIEVE ONLY
ASTM D 1140
_ CLIENT MFG-Fort Collins
JOB NO. 2540-17
BORING NO.
TP-3
SAMPLED
DEPTH
10,
DATE TESTED 10-06-05 WAR
SAMPLE NO.
WASH SIEVE Yea
SOIL DESCR.
Project#181257
DRY SIEVE No
LOCATION
Robert Benson Reservoir
WASH SIEVE ANALYSIS
Wt. Wet Soil & Pan
Before Washing (g)
Wt. Dry Soll'& Pan
Before Washing (g)
Weight of Pan (g)
Wt of Dry Sol .
Before Washing
Wt. Dry Soil & Pan
After Washing (g)
Wt. of. Dry Soil .
= 0r0ryWash. aeMngO(g) ...
ut %
234.4
223.1
8.2
214.8
37.7
29.5
86.3 .
Data entry by: SR Date: 10/07/2005
Data chocked by:_tg, Date: o i
Filename: MSSUP310 ADVANCED TERRA TESTING, INC.
M
MECHANICAL ANALYSIS - SIEVE TEST DATA
4200 SIEVE ONLY
ASTM D 1140
CLIENT MFG-Fort Collins
JOB NO. 2540-17
BORING NO.
TP-1
SAMPLED
DEPTH
3.
DATE TESTED 10.06-05 WAR
SAMPLE NO.
WASH SIEVE Yes
SOIL DESCR.
Project #181257
DRY SIEVE No
LOCATION
Robert Benson Reservoir
WASH SIEVE ANALYSIS
Wt Wet SOB & Pan
Before Washing (g)
408,8
Wt Dry Sol] & Pan
Before Washing (g)
394.6
Weight of Pan (g)
15.6
Wt. of Dry Soil
Before Washing
379A
Wt. Dry Soil & Pan
After Washing (g)
782
Wt of Dry Soil
After Washing (g)
62,8
-9200 Wash. Out %
83.5
Data entry by: SR Date: 10/07/2005
Data checked by: 14-1 Date: b 1
Filename: MSSOP13 ADVANCED TERRA TESTING, INC.
ATTERBERG LIMITS TEST
ASTM D 4318
CLIENT
BORING NO.
DEPTH
SAMPLE NO.
SOIL DESCR
LOCATION
Plastic Limit
Determination
MFG Fort Collins
TP1 & TP3
3-4' & 5'
Composite
Project #181264
Robert Benson Reservoir
1 2 3
JOB NO. 2540-17
DATE SAMPLED
DATETESTED 09-21-05WAR
Wt Dish & Wet Soil
6.31
6.95
6.48
Wt Dish & Dry Soil
5.67
6.22
5.81
.- Wt-of-Moisture
O.64
0.
0.87
Wt of Dish
1 A4
1.02
1.05
Wt of Dry Soil
4.63
520
4.76
Moisture Content
13.82
14.04
14.08.
Liquid Limit
Device Number
0860
I Determination
_
1
2
3 4
Number of Blows
23
25
30
17
J Wt Dish & Wet Soil
11.17
10.30
11A1
9.69
Wt Dish & Dry Soil
7.95
7.35
8.16
6.88
Wt of Moisture
J
322
2.95
3.25
2.81
Wt of Dish
1.11
1.06
1.11
1.04
Wt of Dry Soil
6.84
6.30
7.05
5.84
JMoisture Content
47.08
.46.83
46.10
48.12
Liquid Limit
46.8
Plastic Limit
14.0
Plasticity Index
32.8
Atterberg Classification CL
JData entry by:
Checked by:
SR Date: 09/22/2005
Date: (I�o s
JFileName: MSG0345 ADVANCED TERRA TESTING, INC.
40
a
I
,J
48
47
a
48
45
Atterberg Limits, Flow Curve
TP1 & TP3, 34 & 5', Composite
Number of Blows 25
PLASTICITY CHART
TP1 & TP3, 34' & V, Composite
so
40
&
a
CL or
OL
20
MH
OH
M
croL
0
0 20 40 so .80 100 120
Liquld Umlt
♦ ClessiflcaU
MECHANICAL ANALYSIS -SIEVE TEST DATA
ASTM D-422
CLIENT MFG Fort Collins
BORING NO.
TP-7 & TP-3
DEPTH
3-4' & 5'
SAMPLE NO.
Composite
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
JOB NO. 2540-17
SAMPLED
DATE TESTED 09-21-06 RS
WASH SIEVE Yes
DRY SIEVE No
WASH SIEVE ANALYSIS
Wt. Wet Sob & Pan
Before Washing (g)
298.5
WL Dry Sa8 & Pan
Before Washing (g)
298.5
Weight of Pan (g)
152
WL of Dry Soll
Before Washing
283.3
WL Dry Soil & Pan
After Washing (g)
65.8
Wt of Dry Soil
After Washing (g)
50.7
4200 Wash. Out %
82.1
I ,
Slave
Pan
Indiv.
Indly.
Cum. Cum. %
Number
Weight Wt+Pan
Wt.
Wt %. Finer
(Size)
(g)
(9)
Retain.
Retain. Retain. By Wt
3"
0.00
0.00
0.00
0.00 0.0 100.0
110
0.00
0.00
0.00
0.00 0.0 100.0
314"
0.00
0.00
0:00
0.00 0.0 100.0
J
3/g"
0.00
0.00
0.00
0.00 0.0 100.0
#4.
0.00
0.00
0.00
0.00 0.0 100.8
#10
2.30
3.15
0.85
0.85 0.3. 99,7
J
#20
2.36
3.54
1.19
2.04 0.7 99:3
#40
2.35
3.39
1.04
3.08 1.1 98.9.
- #60
2.30
3.28
0.98
4.06 1.4 98.0.
#100
2.35
7.95
5.80
9.68 3.4 96.6
50.69 17.9 82.1
.
#200
3.62
44.65
41.03
I
Data entered by: SR
by Q
Date: _/ 09/22120D5
Date:�To j
i
Data checked
FIIeName:
MSMOP7P3
ADVANCED TERRA TESTING, INC.
and plugs; removal of all sod and other surfacing material outside of the
prescribed trench width; backfilling and compaction; furnishing and compacting
imported backfill material if no suitable on -site material is available; and, all
other related and necessary materials, work, and equipment required to install the
manhole complete in accordance with the Drawings and Specifications.
Pay Item Pay Unit
Manhole EA
30. Irrigation - Isolation Gate Valve
The measurement for payment of this item will be made on a lump sum basis.
The lump sum price bid for this item shall be full compensation for all labor,
materials, and equipment necessary to install the isolation gate valve as shown in
the plans, including the valve box, concrete thrust block, and making
connections to the intake pipe.
Pay Item Pay Unit
Isolation Gate Valve LS
31. Miscellaneous Metals - Trash Racks
The measurement for payment for the construction of the specified trash racks
will be on a lump sum basis for the individual structures, complete, and in place.
The lump sum price bid per trash rack shall include all of the CONTRACTOR'S
costs of whatsoever nature. The price bid shall include: furnishing all materials
necessary to fabricate the trash racks; fabrication; coating; and, all other related
and necessary materials, work, and equipment required to install the trash racks
complete in accordance with the Drawings and Specifications.
Pav Item Pav Unit
Miscellaneous Metals - Trash Racks LS
32. Landscape -Tree Removal (>12" Diameter)
The measurement and payment for Tree Removal will be the total number of
trees removed as shown on the bid schedule and measured and accepted by the
ENGINEER in accordance with the Drawings and Specifications. The
ENGINEER will mark all trees to be removed and paid for under this item. All
other miscellaneous tree and shrub removal shall be included in Clearing and
Grubbing. Payment will be made upon completion of the work in accordance
with the Drawings and Specifications.
The unit price bid for each item shall include all of the CONTRACTOR'S cost of
whatsoever nature to complete the tree removal including: fiunishing and
Robert Benson Dam 01270-12 Measurement and Payment
US Standard Sieve Size
w a ae as m ■o_nm re■
HIS
m
m
a
BARD SILTORCIAY
COBBLES GRAVEL USCS
COMSE FINE CF4 MEORI/A FrE
FCO^n cc PEBBLE GRAVFl
&WD S0.T CLAY
7p 9OIEDEfL4 COARSE MEO FIRE GRIT COARSE M D F
Senplemw CDRpnelIS
Cleat MFG Fnd COMB Baeq No.: TP-7&TR9DepVC 34&& Advanced Term TWWXL lam.
i.b Mmem: 254G-17 -
ClessGk�'!""
COMPACTION TEST
ASTM D 698 A
i
CLIENT: MFG - Ft Collins JOB NO. 2540.17
BORING NO. TP1 & TP3 DATE SAMPLED
DEPTH 3-4' & 8' DATE TESTED 9/19105 WAR
SAMPLE NO. Composite LOCATION Robert Benson Reservoir
SOIL DESCR. Project#181264
t
Moisture Determination
1
2
3
4
5
Wt of Moisture added (mq
240.00
.200.00
160.00
120.00
80.00
t
WL of soil & dish (9)
497.19
521.86
572.69
455.20
466.39
Dry wt. soil & dish (9)
405.66
430.72
480.34
387.39
403.68
Net loss of moisture (9)
91.53
91.14
92.25
67.81
02.71
WL of dish (g)
8.47
8.36
8.26
7.97
8.15
r
Net wt. of dry sob (9)
397.19
422.36
472.08
379.42
395.53
Moisture Content (%)
23.04
21.58
19.54
17.87
15.85
Corrected Moisture Content
Density determInstIon
Wt of soil & mold (ib)
14.48
14.54
14.58
14.44
14.23
9
WL of moll (Ib)
10.30
10.30
10.30
10.30
10.30
Not wL of wet 800 (lb)
4.18
4.24
4.28
4.14.
3.93
Net wt of dry sob (lb)
. 3.40
3.49
3.58
3.51
3.39
Dry Density, (pOO
101.91
104.62
107A1
105.37
101.77
■
Corrected Dry Density (PcO
Volume Factor
30
30
30
30
30
I ■
■
Data entered by. �R Date: 0912012005
Data checked by(_U�" Date:.�olos
FIIeName: MSPR13CM ADVANCED TERRA TESTING, INC.
J
J
125
120
115
100
95
90
10
Proctor Compaction Test
TPt & TP3, 3.4' 6 8', Compoatts
•t
Zero Air Voids Cu
SG reported be
4'�
15 20 25
Moisture Content (%)
- Best Fit Curve a Actual Data - Zero Air VoidsCurve Q SG = 2.68
OPTIMUM MOISTURE CONTENT= 19.5 MAXIMUMbRYDENSRY- 107.4
ASTM D 698 Al Rock carac0ai apokid? N
30
CONSOLIDATION/SWELL TEST
ASTM D 4546/METHOD B
CLIENT MFG Fort Collins
JOB NO. 2540-17
BORING NO. TP-1 & TP-3
SAMPLED
DEPTH 3-4' & 8'
TEST STARTED
09-23-05 RS
SAMPLE NO. Composite
TEST FINISHED
09-26-05 RS
SOIL DESCR. Project #181254
SETUP NO.
ATr 7
LOCATION Robert Benson Reservoir
MOISTURE/DENSITY
BEFORE.
AFTER
LOAD CONSOL.
DATA
TEST
TEST
(PSF). (IN.)
Wt. Soli & Ring(s) (9)
192.3
194.7
100 0.0000
Wt Ring(s) (9)
45.1
45.1
1000 0.0059
Wt. Soil (g)
147.1
149.5
1000 0.0040
Wet Density PCF
122.9
126.8
1600 0.0048
32DO 0.0150
Sample Diameter (in)
2.410
2.410
Sample Height (in)
1.000
0.985
Wt. Wet Soil & Pan (g)
150.8
153.1
Wt. Dry Soil & Pan (9)
125.3
125.3
Wt Lost Moisture (9)
25.5
27.8
Wt of Pan -Only (9)
3.6
3.6
Wt of Dry Soil (9)
121.7
121.7
Moisture Content %
20.9
22.9
Dry Density PCF
101.6
103.2
Max. Dry Density PCF
Percent Compaction
LOAD.. LOG
CONSOL
DEFL.
(PSF) LOAD
(IN.)
(IN.)
100 2.000
0.0000
0.0000
1000 3.000
0.0059
-0.0059
Inundate 1000 3.000
0.0040
-0.0040
1600 3.204
O.OD48
-0.0048
3200 .3.505
0.0150
-0.0150
Data Entered By: SR Date: 09/30/2005
Data Checked By: i _ Date: Q o 0
Filename: MSSW348 ADVANCED TERRA TESTING, INC.
I
0
0
CONSOLIDATION/SWELL TEST
ASTM D 4546
CLIENT MFG Fort Collins
BORING NO.
TP-1&TP-3
DEPTH
3-4' & 8'
SAMPLE NO.
Composite
SOIL DESCR.
Project#lB1254
TIME READING DATA
JOB NO. 2540-17
SAMPLED
TEST STARTED
TEST FINISHED
SETUP NO.
1000 wet psf load
Elapsed
SORT
Dial
Del:
Time
Time
Reading
(in)
(min)
(min)
(in)
0.0
0.00
0.0080
0.0000
0.1
0.32
0.0082
-0.0002
0.3
0.50
0.0081
-0.0001
0.5
0.71
O.00BO
0.0000
1.0
1.00
0.0078
0.0002
2.0
1A1
0.0076
0.0004
4.0
2.00
0.0074
0.0006
9.0
3.00
0.0072
0.0008
16.0
4.00
0.0089
0.0011
30.0
5.48
0.0066
0.0014
60.0
7.75
0.0063
0.0017
120.0
10.95
0.0062'
0.0018
240.0
15.49
0.0062
0.0018
480.0
21.91
0.0062
0.0018
09-23-05 RS
09-26-05 IRS
ATT-7
Data Entered By: SR Date: 09/30/2005
Data Checked By: _ .� Date: ?1 0 05
Fllename: MSSW348 ADVANCED TERRA TESTING, INC.
CONSOLIDATION TEST DATA
TP-1 & TP-3,3r' & 8',Composite
0.0055
0.000
10
Z
Z
cifinn
-0.005
1
J
t)
Z
0
-0.010
U
-0.015
3
-0.020
1.50
2.00 2.50 3.00 3.50 4.00
LOG PRESSURE
tt Pressure - psf
2.000
1.500
m
1.000
CG 9
O
0500
0
o.000
-0.50i
TIME READING DATA
�-I&TP-3,34&8',Composite,lOOOmtpsfloadI
o�r,N������a�
PM- EM
MMMMM -
#,
5.00 10.00 15.00 20.00 Zb.UU
SQUARE ROOT of TIME
Time in Minutes
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG Fort Collins
BORING NO.
TP-1 & TP-2
DEPTH
34' & 8'
SAMPLE NO.
Composite
POINT
A
SOIL DESCR.
Project #181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (psf)
4800
MOISTUREIDENSITY
BEFORE
DATA
TEST
Wt. Soil + Moisture (g)
147.1
Wt. Wet Soil & Pan (9)
155.3
Wt Dry Soil & Pan (g)
130.3
Wt. Lost moisture (g)
25.0
Wt. of Pen Only (9)
8.1
Wt. of Dry Soil (9)
1222
Moisture Content %
20.4
Wet Density (pcf)
122.9
Dry Density. (pcf)
102.0
JOB NO. 2540-17
SAMPLED
TEST STARTED
TEST FINISHED
CELL NUMBER .
SATURATED TEST
TEST TYPE
AFTER
TEST
148.1
1562
130.3
25.9
8.1
122.2
21.2
131.1
10B.2
Ink. Diameter (in)
2.410:
Init. Area (sq In)
4.562
Ink. Height (in)
1.000
Vol. Bef. Consol. (cu ft)
0.00264
Final Height (in)
0.943
Vol. After Consol. (cu ft)
0.00249
Test Set Up: Continuous Increasing Deflection Control
Shear Speed:
0.00200 in/min
Notes & Comments:
■ Date File Name:
MSDSTI3A.DAT
Normal Stress:
4800 psf 33.33 psi .
Peak Stress:
2279 psf 15.83 psi
Ultimate Stress:
2279 psf 15.83 psi
J
J
J
09-23-05 RS
09-23-05 RSIDPM
Geometic
Yes
CD
Data entry by: I SR Date: 09126/2005
I
Data checked by: m Date: y a
FileName: MSDSTP13 ADVANCED TERRA TESTING, INC.
9'
r
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG Fort Collins
BORING NO.
TP-1 & TP-2
DEPTH
3.4' & 8'
SAMPLE NO.
Composite
POINT
B
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (psf)
2400
MOISTURE/DENSITY
BEFORE
DATA
TEST
Wt. Soil + Moisture (9)
147.1
Wt Wet Soil & Pan (9)
155.3
Wt. Dry Soil & Pan (g)
130.4
Wt. Lost Moisture (9)
24.9
Wt of Pan Only (9)
82
Wt of Dry Soil (g).
1222
Moisture Content %
20.4
Wet Density (pcf)
122.8
Dry Density (pal)
102.0
JOB NO. 2540-17
SAMPLED
TEST STARTED
TEST FINISHED
CELL NUMBER
SATURATED TEST
TEST TYPE
AFTER
TEST
Init. Diameter (in)
2.410
Init. Area (sq in)
4.662
Init. Height (in)
1.000
Vol. Bef. Consol. (cu ft)
0.00264
Final Height (In)
0.966
Vol. After Coned. (cu ft)
0.00255
Test Set Up: Continuous
Increasing Deflection Control
Shear Speed:
0.00200 in/min
Notes & Comments:
Data File Name:
Normal Stress:
Peak Stress:
Ultimate Stress:
150.7
158.9
130.4
28.5
8.2
122.2
23.3
130.3
105.7
MSDSTI3B.DAT
2400 psf 16.67 psi
1351 psf 9.38 psi
1339 psf 9.30 psi
J Data entry by: SR
Data checked by:--&—
FlleName: MSDSTPI3
09-23-05 IRS
09-23-05 RS
Geomatic
Yes
CD
Date: 0912612005
Date: q a-qo
ADVANCED TERRA TESTING, INC.
I
DIRECT SHEAR TEST DATA
ASTM D 3080
CLIENT MFG Fort Collins
BORING NO.
TP-1 & TP-2
DEPTH
3-4' & 8'
SAMPLE NO.
Composite
POINT
C
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
NORMAL STRESS (psf)
1200
MOISTUREIDENSITY
BEFORE
DATA
TEST
Wt. Soil + Moisture (g)
147.1
Wt, Wet Soil & Pan (9)
155.6
Wt. Dry Soil & Pan (g)
130.7
Wt Lost Moisture (g)
24.9
Wt of Pan Only (9)
8A
WL of Dry Soil (9)
122.3
Moisture Content %
20A
Wet Density (pcf)
122.9
Dry Density (pof)
102.1
AFTER
TEST
Ink. Diameter (in)
2.410
Ink. Area (sq In)
4.562
Ink. Height (in)
1.000
Vol. Bef. Consol. (cu It)
0.00264
Final Height (in)
0.981
Vol. After Consol. (CU ft)
0.00259
Test Set Up: Continuous
Increasing Deflection Control
Shear Speed:
0.00200 in/min
JOB NO. 2540-17
SAMPLED
TEST STARTED
TEST FINISHED
CELL NUMBER
SATURATED TEST
TEST TYPE
151.9
160.3
130.7
29.6
8.4
122.3
24.2
1292
104.0
Notes & Comments:
J Data File Name:
MSDSTI3C.DAT
I Normal Stress:
1200 psf 8.33 psi
J Peak Stress:
784 psf 5.44 psi
Ultimate Stress:
772 psf 5.36 psi
I
I
09-23-05 RS
09-23-05 RS
Geomatic
Yes
Co
Data entry by: p� SR Date: 09/26/2005
,} Date checked by n Date: ljg3toj
FileName: MSDSTP13 ADVANCED TERRA TESTING, INC.
MENEM
INS
NONE
MEMOMME
EMEMMEMMEME
ME
NEMESES!
MEEMEMEMEM
lam
NEMESES
WOMMEMEM
FN c
6
5
4
to
N
rmal Stress vs. Ultimate Shear Stre--
■■■■■MEMO■■■
■■■■■■■■■NEMESES
■■■
■■■■OEM■■■■■
MEN EENEM■MENEM
MEN M■M
EEE■SEE 'M
MNE■NO■M
■■■NOOEM■■EEO■M
M ME �iiii■■■iMMM
0 1 2 3 4 S d
Thousands
Norral Stress (psi)
p ShearOate - Best St Line 0 c • 302.0 psf Phi - 22.5 dagnM
ADVANCED TERRA TESTING, INC.
33.
34.
35.
Robert Benson Dam
transporting all materials, labor, and equipment; excavation and removal of tree
and stump and root system; backfilling and compaction; and, all other related
and necessary materials, work, and equipment required to perform the work in
accordance with the Drawings and Specifications.
Pay Item Pay Unit
Landscape -Tree Removal (>12" Diameter) EA
Landscape - Ground Preparation and Seeding
Measurement for payment for ground preparation and seeding of the disturbed
areas of the project shall be based on acres or parts thereof which are seeded and
crimped with certified straw in accordance with the project specifications. The
acre unit cost shall include all of the CONTRACTOR'S costs including all labor,
materials and equipment needed to fine grade, drill seed, and crimp straw in
order, to reseed all disturbed areas.
Payment for this item shall be made based on the actual quantity of work
complete at the time of each monthly progress payment.
Pay Item Pay Unit
Ground Preparation and Seeding ACRE
Erosion Control - Silt Fence
The measurement for payment of silt fence will be the actual number of linear
feet of silt fence installed. The work includes all equipment, labor, materials,
maintenance, and all incidentals necessary to prepare, implement, maintain,
remove the silt fence upon completion of construction, repair and reseed ground
along fence line, in accordance with the Drawings.
Pay Item Pay Unit
Silt Fence LF
Erosion Control —Tracking Pad
No unit measurement for payment will be made for this work. Work includes all
equipment, labor and materials required for the construction and maintenance of
the tracking pad at the entrancelexit to the construction site. Tracking Pad detail
is shown in Construction Drawings. Item includes removal of Tracking Pad at
the conclusion of work under this contract.
Measurement for payment for the construction of the tracking pad shall be the
entire tracking pad complete and in place.
Pay Item Pay Unit
01270-13 Measurement and Payment
ADVANCED TERRA TESTING
Direct Shear Test
MFG
- Ft. Collins
lent..........
Robert Benson Reservoir
.jcotion........
#181254
Job Number......
2540-17
Soil Type...........
3-488' (ft)
Sample Number...
A
TPmp°BiTP
Depth ...............
4800 Cpsf)
Boring..........
3t
Confining Pressure..
(in/min)
File Name.......
msdstl3a.DAT
Shear Rate........
.0020
09-23-2005
Tested By.......
RS
Date Tested.........
0. 03
3.0
p 0.10 0.20 0.30
SHEAR DEFLECTION (in)
Pass Number.and Line Type.... 1 2279
Maximum Shear Stress........
Shear Deflection @ Max Stress. .2369
0 0.10 O. Z0 U. 30
SHEAR DEFLECTION (in)
3 4 ----
. 0000 .0000 .0000
.0000 .0000 .0000
MT-T.0 Direct Shear Data
1 _ Name..msdstl3a__. _... .
....DAT
�,nt ........MFG - Ft. Collins
Number....2540-17
ation...... Robert Benson Reservoir
..........09-23-2005
-hnician....RS
mple Diameter (in)..•'•
;fining Pressure (psf)
Rber of Passes........
ear Distance (in) .....
tar Rate (in/min).....
it Type ...............
,ring Number..........
maple Number........
nth (ft)..............
SHEAR
FLECTION
{ (in)
0.005
!0.010
0.015
-'0.020
0.025
030
_ 035
0.040
0.045
0.050
0.055
0.060
0.065
0.070
0.075
0.080
0.085
0.090
0.095
0.100
0.105
0.110
0.115
0.120
0.125
0.130
0.135
J 0.140
0.145
J 0.150
0.155
0.160
0.165
0,170
0.175
..2.410
..4800
..1
..0.25
...0020
.,#181254
..TP-1 & TP-3
-composite Pt. A
..3-4&8'
SHEAR
STRESS
(lb/sgFT)
422
663
844
977
1097
1194
1278
1363
1435
1495
1556
1616
1676
1724
1773
1B09
1845
1881
1905
1929
1966
1990
2014
2038
2050
2062
2086
2098
2122
2134
2146
2159
2171
2183
2163
IContinued next page.
AXIAL
DEFLECTION
(in)
-:0007
-.0015
-.0023
-.0031
-.0040
-.0048
-.0056
-.0064
-.0072
-.0079
-.0086
-.0093
-.0099
-,0105
-.0111
-.0116
-.0120
-.0126
-.0129
-.0134
-.0137
-.0142
-.0145
-.0149
-.0153
-.0156
-.0159
-.0162
-.0166
-.0168
-.0171
-.0173
-.0176
-.0178
-.01B1
1 Continued
4F-7
SHEAR
STRESS
rr TON
(lb/sgFT)
n)
2195
,.'180
2207
.185
2207
190
2219
195
2231
5.200
2231
1.205
2243
.210
2243
u'.215
2255
0.220
2255
.225
2267
.230
'0.235
2267
2267
1.240
2279
).245
2279
,0.250 load =
1 completed with max
ass
AXIAL
DEFLECTION
(in)
-.0183
-.0185
-.0188
-.0190
-.0192
-.0193
.0197
-.0199
-.0200
-.0202
-.0205
-.0207
-.02D8
-.0210
-.0213
2279 psf at deflection Of
2369 in
ADVANCED TERRA TESTING
.Direct Shear
Test
-Bent.......... MFG
- Ft. Collins
-3catlon........ Robert Benson Reservoir
Soil Type...........
#181254
Job Number......
2540-17
3-488' (ft)
Sample Number...
Composite Pt. B
Depth ...............
Confining Pressure..
2400 (psf)
Boring..........
TP-1 8 TP-3
Shear Rate..........
.0020 (in/min)
File Name.......
msdstl3b.DAT
Date Tested.........
09-23-2005
Tested By.......
RS
3. 0
0.03
2.`
2.
ac
O
F
p 0. !0 O. ZU u. 30
SHEAR DEFLECTION ((n)
0.02
WIT
0
p 0. 10 U.2u
SHEAR DEFLECTION (in)
Pass Number and Line Type.... 1 2 -
Maximum Shear Stress......:.. 1351 .0000 .0000 .0000
Shear Deflection @ Max Stress. .2395 .0000 .0000 .0000
y7 Direct Shear Data
Name..... msdstl3b•DCTollins
lent ........ MFC; - Ft.
Number ....
2540-17
ition...... Robert son Reservoir
og-
:hnician.... RS 10
ale Diameter (in) ......
2
Fining Pressure (P .2.40
.4
Nber of passes .•••• " .,.0,25
; gatea (in/min)
1.1 Type.........:
,ring Number......
,jple Number......
bth (ft).........
SHEAR
FLECTION
■' (in)
0.005
10.010
0.015
■ 0.020
c.025
130
■ '.035
0.040
0.045
■ 0.050
0.055
0.060
0.065
• 0.070
0.075
0.080
• 0.085
0.090
{ 0.095
0.100
0.105
0.110
0.115
0.120
0.125
J 0.130
0.135
0.140
0.145
0.150
0.155
0.160
0.165
0.170
0.175
......0020
....#161254
....TP-1 & TP-3
,,...Composite Pt. B
..3-4&8'
SHEAR
STRESS
(lb/sgFT)
265
422
543
627
711
772
832
880
929
965
1001
1037
1073
1097
1109
1134
1156
1170
1182.
1194
1218
1230
1242
1254
1266
1266
1278
1290
1290
1302
1302
1314
1314
1314
1326
AXIAL
DEFLECTION
(in)
-.0005
-.0010
-.0017
-.0023
-.0029
-.0036
-.0043
-.0048
-.0053
-.0060
-.0064
-.0068
-.0072
-.0076
-.0079
-.0083
-.0085
-.0088
-.0091
-.0093
-.0095
-.0096
-.0100
-.0101
-.0103
-.0103
-.0106
-.0108
-.0109
-.0110
-.0111
-.0113
-.0114
-.0115
-.0116
jContinued next page.
3s 1 Continued
_3FEAR
SHEAR
37 CTION.
STRESS
(lb/sgFT)
).180
1329
-0.185
1326
0.190
1326
0.195
1326
-0.200
1339
0.205
1339
0.210
1339
0.215
1339
0.220
1339
0.225.
1339
0.230
1339
- 0.235
1339
0.240
1339
0.245
1351
0.250
1339
_
?ass 1 completed
with max load =
J
J
AXIAL
DEFLECTION
(in)
-.0117
-.0117
-.0118
-.0120
-.0121
-.0122
-.0123
-.0124
-.0125
-.0125
-.0129
-.0129
-.0130
-.0132
-.0132
1351 psf at deflection of
.2395 in
ADVANCED TERRA TESTING
Direct Shear Test
MFG
- Ft. Collins
!ent..........
Robert Benson Reservoir
Location........
Job Number......
2540-17
Soll Type .•.•• ....
#181254
(ft)
Sample Number...
Composite
...
Depth ............
3-488'
(psf)
Boring..........
TP-1 8 TP-3
Confining Pressure..
1200
(in/min)
File Name.......
Shear Rate........
.0020
09-23-2005
Tested By.......
RS
Date Tested...dst13c.0AT
.•••
30
2`
2.
!
30
0 O. lu
SHEAR DEFLECTION cIn)
,. o
0 0..10 u..
SHEAR DEFLECTION (in)
r
1 2 ------ 3 -- - 4 ----
Pass Number and Line Type... 784 .000D .0000 .0000
Maximum Shear Stress ......... .0000 .0000 .0000
Shear Oeflection @ Max Stress. .1245
IC Direct Shear Data
as Name.. ..medstl3 c.DAT
Lent ........
MFG - Ft. Collins
b Number ....
2540-17
ation......
Robert
20o5Benson Reservoir
Vie........
chnician....RS
nple Diameter (in)....
ifining Pressure (psf)
Bober of Passes...
,ear Distance (in)
year Rate (in/fin)
„'il Type..........
oring Number ...
,mple Number......
.pth (ft).........
SHEAR
SFLECTION
•' (in)
0.005
0.010
0.015
• 0.020
0.025
030 '
• 035
0.040
0.045
0.050
• 0.055
0.060
0.065
0.070
0.075
.0.080
0.085
0.090
0.095
0.100
■ 0.105
0.110
0.115
0.120
0.125
0.130
.I 0.135
0.140
0.145
0.150
0.135
0.160
0.165
0.170
0.175
.2.410
.1200.
.1
0.25 '
.....0020
.....#181254
...TP-1 & TP-3
.,, -Composite
.......3-4&8'
SHEAR
STRESS
(lb/s4FT)
289
446
531
591
627
651
675
6B7
699
711
724
736.
736
748
748
748
760
760
760
772
772
772
772
772
772
784
784
784
7B4
784
784
784
764
784
764
AXIAL
DEFLECTION
(in)
0.0001
0.0003 .
0.0005
0.0006
0.0006
0.0007
0.0008
0.000E
0.0008
0.0008
0.0009
0.0009
0.0009
0.0009
0.0009.
0.0009
0.0009
0.0009
0.000E
0.000E
0.0008
0.0008
0.0007
0.0007
0.0006
0.0006
0.0006
0.0006
0.0006
0.0006
0.0006
0.0005
0.0005
0.0005
0.0005
IContinued next page.
I Continued
SHEAR
?
STRESS
'To_ .LION
(lb/sgFT)
n)
784
1,180
784
).185
784
190
784
195
0.200
784
784
^.205
784
210
784
v.215
7B4
0.220.
784
).225
772
d .230
0.235
.784
7B4
3.240
772
3.245
772
0.250 load
with max
ass 1 completed
AXIAL
DEFLECTION
(in)
0.0004 .
0.0004
0.0004
0.0003
0.0003
0.0002
0.0002
0.0001
0.0000
0.0000
-.0001
-.0001
-.0002
-.0002
-.0003
784 psf at deflection of .1245 in
SATURATED - FLOW PUMP METHOD
PERMEABILITY TEST BASSM D 5084URE
t
JOB NO• 2540-17
CLIENT MFG Fort Collins
SAMPLED
09-23-05 CAL
i 7P1 & TP3
BORING NO. . & S.
TEST STARTED
TEST FINISHED
09-2"5 CAL
DEPTH Composite.
SAMPLE NO. project #181254
CELL NUMBER
SATURATED TEST
3P
Yes
s SOIL DESCR. Robert Benson Reservoir
TEST TYPE
LOCATION 500
CONF. PRES. PSF
r ENSRY
MOISTUREID
BEFE�
AFTER
TEST
DATA
.
4391
456.4
Wt Soil + Moisture (9)
Wet Soil & Pan (9)
447.3
374.2
486.7
3742
WL
Wt Dry Soil & Pan (9)
(0)
73,2
92.5
6.3
Wt Lost Moisture
■ Wt of Pan Only (g)
B2
36"
365.9
Wt of Dry Soil (9)
Moisture Content%
20.0
123.1
25.3
126.7
Wet Density PCF
102.6
101.1
■
Dry Density PCF
(In)
2.403
(Cm) 6.104'
(� �.8
■' Init Diameter
(so In)
4.635
2.996
0
�
Init Area
Init.Height
Bet. COnsol. (cuff)
OA0756.
0.00798
Vol,
Vol. Auer Consol. (w'ft)
40.95
■
PorosltY
FLOW PUMP CALCULATIONS
i 45
Pump Setting 295E-04
Velocity Cosec 9.44E-05
0 (Ce2988
ls)
. 2.424
Height 1242
Diameter 29.763
Pressure lPal) 11.506
Area attar canal. (cm cm)
Gradient
2.8E-08
Permeab6lty k (cMs)
68.0
Back Pressure (Pal) 71.5
Cell Pressure (psi) 2.579
Ave. Effective Stress (Psi)
SR Date: 09/3012005
Data entry by: pate: ADVANCED TERRATESTING, INC.
Checked by:
FileName: MSP034BC
Tracking Pad EA
36, Erosion Control — Sediment Trap/In Channel BMP
The measurement for payment of the sediment trap will be on a unit basis.
Payment will be made for each trap furnished, placed, and maintained. The
work includes all equipment, labor, materials, maintenance and all incidentals
necessary to prepare, implement, maintain, and ultimately remove the trap in
accordance with the Drawings and Specifications.
Pay Item Pay Unit
Sediment Trap/In Channel BMP EA
END OF SECTION
Robert Benson Dam 01270-14 Measurement and Payment
TRIA ,AL COMPRESSION TEST DATA
JOB NO. 2540.17
CLIENT MFG Fort Collins
SAMPLED
BORING NO.
TPi &TP3
TEST STARTED
0 -05 CAL
9-2905
DEPTH
, & Ir
TEST FINISHED
3P 2B CAL
SAMPLE NO.
Composite
Project #181254
SETUP NO.
TEST
Y06
SOIL DESCR.
LOCATION
Robert Benson Reservoir
SATURATED
TEST TYPE
p
CONF. PRE§.
PS 50D
SATURATION DATA
r Cell
Back Burette
Pressure
Pore
Pres.
Pres. Reading
(PSI) Change 5
(PSI)
(PSI) (CC)
`
Close
Open
Close Open
40.0
38.0 1.7
132
10.1
36.6 45.0
8.4
50.0
48.0 0.6
58.0 10.6
13.1
46.9 55.7
6.8
9.1
v 60.0
70.0
68.0 12.1
13.4
66.8 76.3
B6.8 76.3
9.5
80.0
13.5
13.6
CONSOLIDATION DATA
'
Elapsed
SORT
Burette Volume
Reading Dom•
Time
Time
(CC)
(cc)
(Min)
(Min)
0.00
0.00
0.50 -
0AD
0.00
-0.30
0.
0.80
-0�
0.5
71
..000
0.83
_0.33
1
1
0.88
-0.38
2
1.41
0.90
-0.40
4
2.00
0.90
-0AO
9
3.00
0.90
-OAD
16
4.00
1.00
-0.50
32
5.66
1.10
-0.60
60
7.75
1.20
-0.70
120
- 10.95
.1.30
-0•80
n
240
15.49
1.30
-0.80
360
18.97
2.996
Initial Height(In) 0.008
Height Change .on) 988
Ht. After Cons. on)2.
) .988
■ 535
Initial Area (sq In) 4.613
Area After Cons. (sq In)
Data entry
■' Checked by:y: Ca -SR Date:
� Date:4&r-
FIIeName: MSP0348C
0.84
0.88
0.91
0.95
Init. Vol. (CC)
222.70
Vol. Change (CC)
13.00
Cell Exp. (CC)
16.23
Net Change (CC)
.3.23
Cons. Vol. (CC)
225.93
09130/2005
ADVANCED TERRA TESTING, INC.
■
0.2
0
Le
IL-o!
SOLIDATION DATA
7 & TP3. 3-4' 6 v Ca4
0 5
3(lUARE ROOT OF TIME IN MINUTE
� Tkne N Minutes
io`:f31
! `x'99h
j
l i.rryjL?df t �'�-•as1 t� �7 ti�.�`x� L:' -
711
i
C
MS2540\MSDPP34B.JPG
09-30-05
-
j
UNCONFINED COMPRESSIVE STRENGTH TEST DATA
ASTM D 2165
CLIENT MFG Fort Collins
JOB NO. 2540.17
BORING NO.
TP1 &TP3
34 & V
SAMPLED
DATE TESTED
09.23-05 CAL
i
'
DEPTH
SAMPLE NO.
Composite
SATURATED TEST
No
SOIL DESCR.
Project *181254
AT FIELD MOIST.
Yes
LOCATION
Robert Benson Reservoir
CONF. PRES. PSF
0
TEST TYPE
UCS
MOISTUREIDENSITY
BEFORE
DATA
Wt. Solt + Moisture (g)
731.7
Wt Wet Sall & Pen (9)
01
J
Wt. Dry Son & Pan (9)
6 18.
Wt Lost Moisture (9)
121.2
Wt. of Pen Only (9)
SA
.
WL.ofDrySoll (9)
61
Moisture Content %
10
Wet Density PCF
12.9
0
Dry Density PCF
102.7
InIL Diameter (in)
2.403
Init. Area (xt In)
536
J
Init Height (In)
4
Height to Diameter ROOD 2.079
Volume eu Ft
0.01311
Notes & Comments:
I
Data entered by:
by:
SR Date: 09/26/2005
^ " Date: +, yr
J
Data checked
MSXOTP13
ADVANCED TERRA TESTING, INC.
FIIeName:
J
I
■
■
UNCONFINED COMPRESSIVE STRENGTH TEST DATA '
CLIENT
MFG Fort Collins
JOB NO. 2540-17
BORING NO.
TP18TP3
SAMPLED
DATE TESTED
09-23-05 CAL
DEPTH
3 4' & 8'
Composite
SATURATED TEST
No
SAMPLE NO.
Project #1812`4
AT FIELD MOIST.
Yes
SOIL DESCR.
Robert Benson Reservoir
CONF. PRES. PSF
0
LOCATION
TESTTYPE
UCS
4.995
Ink. Area (sq in)
4.535
InIL HL on)
Strain Rate (mirnin)
0.050
Uncorrected
Axial Ardal Della
Axial Area Dev.
Dev.
Load Stress
Ht.
% Final Stress Straw
Lbs. PSF
in.
Strain Sq In. PSF
PSI
0.0 0
0.000
0.00 4.535 0
0.0
7,0 222
0.005
0.10 4.540 222
1.5
16.0 608
0.010
020 4.544 507
3.5
23.0 730
0.016
0.30 4.549 728
5.1
29.0 921
0.020
0.40 4.553 917
6.4
1D48'
0.025
OSO 4.558 1043
72
.33.0
39.0 1238
0.030
0.60 4.563 1231
8.5
43.0 1365
0.035
030 4.567 1356
9.4
48.0 1524
0.040
0.80 .4.572 1512
10.5
52.0 1651
0.D45
0.90 4.576 1636
11A
1746
0.050
1.00. 4.581 1729
12 0
.55.0
80.0 2540
0.100
2.00 4.628 2489
17.3 .
93.0 2953
0.150
3.00 4,676 2864
19.9
100.0. 3175
0200
4.00 4.724 3048
212
103.0 3270
0.250
5.01 4.774 3107
21.6
103.0 3270
0.300
6.01 4.825 3074
21.3
98.0 3112
0.350
7.01 4,S77 2894
20.1
87.0 2762
0.400
8.01 4.930 2541
17.6
75.0 2381
0.450
9.01 4.984 2167
15.0
64.0 2032
0.500
10.01 5.040 1829
12.7
Peak Deviator Stress (Psi)
Data entered by: SR Date:
Data checked by:__f�& Data: 9 s of
FIIsName: MSXOTP13
21.57
09/2612005
ADVANCED TERRA TESTING, INC.
IN
L_ L_ L_ Ll _ 1_ —-- •-
UNCONFINED COMPRESSIVE STRENGTH TESTI
Tp1 & Tp3 3-4' & 8' CanposM
4
3
LL
Vr
a „
a
m 2
W
8
0
E-
1
e 1p
2
4 B 3 1;
percent Axial Strain -
3 r;ra1 I
ur;
t�l
i_
r
MS2540\IqSDJPG} .
0926-05 ,
ATTERBERG LIMITS TEST
ASTM D 4318
`sLIENT
MFG Fort Collins
BORING NO.
TP-2
DEPTH
7-
SAMPLE NO.
SOIL DESCR.
Project#18i264
- LOCATION
Robert Benson Reservoir
Plastic Limit
Determination
_
1
2
Wt Dish & Wet Soil
6.63
6.63
- Wt Dish & Dry Soil
5.88
5.88
Wt of Moisture
0.75
0.75
Wt of Dish
0.81
0.82
Wt of Dry Soil
5.07
5.06
_
Moisture Content
1479
14.82
Liquid Limit
Device Number 0966.
- Determination
1
2
Number of Slows
22
18
Wt Dish & Wet Soil
8.64
9.62
Wt Dish & Dry Soil
6.02
6.61
- Wt of Moisture
2.62
3.01
Wt of Dish
0.82
0.76
Wt of Dry Soil
520
5.85
Moisture Content
50.38
51 AS
Liquid Limit
Plastic Limit
Plasticity Index
Afterberg Classl8cation
J
!
J
J
J Data entry by:
Checked by: tr'
FileName:
49.2
14.7
34.5
CL
3
3
JOB NO. 2540-17
DATE SAMPLED
DATE TESTED
6.62
6.89
0.73
0.84
6.05
14A6
"T-'
8.86
625
2.61
0.78
5.47
47.71
4
38
SAO
6.00
2AO
0.81
5.19
4624
10-12-06 BKL
SR Date: 10/13/2005
Date: o fi oS
MSGOP27 ADVANCED TERRA TESTING, INC.
52
51
so
41
a
a
Atterberg Limits, Flow Curve
TP.2, T,
s
Number of Blows 25
so
7.7
x
i
c
40
2C
PLASTICITY CHART
TP-$ 7',
4
JMH
CLor LjOHj
M vOl
ci.ex
1
o zo ao so eo 100 120
Liquid Umft
♦ Ciassificatlon
F ATTERBERG LIMITS TEST .
ASTM D 4318
i :LIENT
MFG Fort Collins
BORING NO.
TP-2
DEPTH
0-4
SAMPLE NO.
SOIL DESCR.
Project #181254
• LOCATION
Robert Benson Reservoir
Plastic Limit
Determination
1
2
Wt Dish & Wet Soil
6.54
6.54
• Wt Dish & Dry Soil
5.82
5.81
Wt of Moisture
0.72
0.73
Wt of Dish
0.82
0:81
Wt of Dry Soil
5.00
5.00
• Moisture Content
14.40
14.60
Liquid Limit
Device Number 0966
•' Determination
-
1
2
Number of Blows
36
28
Wt Dish & Wet Soil
9.27
9.89 ,
Wt Dish & Dry Soil
6.98
7.23
.' Wt of Moisture
229
2.46
Wt of Dish
0.82
0.82
Wt of Dry Soil
6.16
6.41
Moisture Content
37.18
38.38
Liquid Limit 39.4
Plastic Limit 14.8
Plasticity Index 24.6
Atterberg Classification CL
Data entry by:
Checked by'.-
FIIeName:
i
I
J
k]
6.57
5.81
0.76
0.83
4.98
1526
JOB NO. 2640-17
DATE SAMPLED
DATE TESTED
10-12-05 BIQ-
3
4
5
26
23
17
10.36
9.42
9.58
7.67
6.95
7.00
2.69
2.47
2.58
0.81
.0.80
0.81
6.86
6.15
6.19
39.21
40.16
41.68
SR Date: 10/13/2005
Date: Io 1
MSGOP204 ADVANCED TERRA TESTING, INC.
SECTION 01310
PROJECT MEETINGS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Pre -Construction Conference: A Pre -Construction Conference will be held after the
Notice of Award and before the Notice to Proceed.
The conference shall be attended by:
1. CONTRACTOR and CONTRACTOR's Superintendent
2. CONTRACTOR's and Subcontractors
3. ENGINEER
4. OWNER
5. Others as requested by the CONTRACTOR, OWNER, or ENGINEER.
Unless previously submitted to the OWNER, the CONTRACTOR shall bring to the
conference a tentative schedule of the construction project, including the scheduled
shop drawings and other submittals.
The purpose of the conference is to designate responsible personnel and establish a
working relationship. Matters requiring coordination will be discussed and
procedures for handling such matters established. The agenda will include:
1. CONTRACTOR's tentative Schedule
2. Permit applications and submittals, including 404 Permit (to be obtained by
Owner), 402 Permit, Erosion and Sediment Control Plan, Stormwater
Management Plan (SWMP), and Traffic Control Plan
3. Transmittal, review and distribution of CONTRACTOR's submittals
4. Processing applications for payment
5. Maintaining record documents
6. Critical work sequencing
7. Field decision and change orders
8. Use of premises, office and storage areas, staging area, security,
housekeeping, and OWNER's needs
9. CONTRACTOR's assignment of safety and first aid
Robert Benson Dam 01310-1 Project Meetings
43
42
41
40
m
39
'o
36
37
3E
60
60
40
a
:�-
Atterberg Limits, Flow Curve
TP-2, 0-4.
Oki
Number of Bows 25
PLASTICITY CHART
TP-2. 0-4.
P
CLor L
MH OH
M aOL
CLad
0 20 40 60 BO 100 120
Uquld Umh
:A Classification
ATTERBERG LIMITS TEST.
ASTM D 4318
)LIENT MFG Fort Collins
BORING NO.
TP-3
DEPTH
10,
SAMPLE NO.
SOIL DESCR.
Project#181254
LOCATION
Robert Benson Reservoir
Plastic Limit
Determination
1
2
Wt Dish & Wet Soil
6.36
6.35
•'
Wt Dish & Dry Sol
5.64
5.63
Wt of Moisture
0.72
0.72
Wt of Dish
0.83
0.83
Wt of Dry Sol]
4.81
4.80
•
Moisture Content
14.97
15.00
Liquid Limit Device Number 0966
•
Determination
1
2
Number of Blows
22
21
•'
Wt Dish & Wet Soil
9.00
825
Wt Dish & Dry Soil
6.06
5.57
Wt of Moisture
2.94
2.68
Wt of Dish
0.75 '
0.74
Wt of Dry Soil
5.31
4.83
Moisture Content
55.37
55A9
Liquid Limit
54.8
Plastic Limit
14.9
Plasticity Index
39.9
Atterberg Classification
CH
,
r
r
J
10
6.34
5.63
0.71
0.82
4.81
14.76
3
32
8.86
6.04
2.82
0.80
5.24
53.82
JOB NO. 2540-17
DATE SAMPLED
DATE TESTED 10-12-05 BKL
Data entry by: SR Date: 10/13/2005
Checked by:W' Date: in o
J FIIeName: MSGOP310 ADVANCED TERRA TESTING, INC.
J
Atterberg Limits, Flow Curve
TP-3, I V,
55
_ 55
U �
54
53
Number of Blows 25
PLASTICITY CHART
TP-3,1D',
F4O—
CL or L
20
MH rOH
M ar OL
a.M
0
p 20 40 fi0 50 100 120
Liquid Limit
♦ Classiflptlon -
MECHANICAL ANALYSIS - SIEVE TEST DATA
ASTM D 422
CLIENT MFG-Fort Collins
JOB NO. 25401-9
BORING NO. TP-2
SAMPLED
DEPTH 04.
DATE TESTED 10-12-05 KR
SAMPLE NO.
WASH SIEVE Yes
SOIL DESCR. Project #181254
DRY SIEVE No
LOCATION Robert Benson Reservoir
MOISTURE DATA
WASH SIEVE ANALYSIS
HYGROSCOPIC Yes
Wt Total Semple
wet (a)
1109.39
NATURAL No
Weight of+#10
Before Washing (g)
92.59
Weight of+#10
Wt Wet Soil S Pen (g)
39.23
After Washing (g)
8821
WLDry Sol &Pan (9)
3529
Weight of-#10
WL Lost. Moisture (9)
0.94
wet (9)
1016.80
Wt of Pen Only (9)
3.8B
Weight of - #10 .
Wt of Dry Soli ' (9)
34.61
Dry (g)
994.18
Moisture Content %
2.7
WL Total Sample
Dry (g)
1082.39
WL Hydrom. Sample Wet (g)
250.48
Calm WL'W" (g)
265.49,
Wt Hydrom. Sample Dry (g)
243.8Q
Cale. Mass +#10
21.64
Slave Pan Indiv.
Indiv.
Cum. Cum. %
Number Weight Wt+Pan
WL
WL % Finer
(Size) (9) (9)
Retain.
Retain. Retain. By Wt
3"
1 1l2"
3/4"
3/8'
#4
#10 0.00 8821
8821
8821 8.1 91.9
#20
#40
#50
#100
#200 8.31 78.92 70.61 70.61. 34.7 65.3
Data entered by: SR Date: 10113/20D5
Data checked by._ Defa: 1�
FlleName: MSSOP204 ADVANCED TERRA TESTING, INC.
MECHANICAL ANALYSIS - SIEVE TEST DATA
ASTM D 422
CLIENT MFG-Fort Collins
JOB NO. 2540-17
BORING NO. TP-2
SAMPLED
DEPTH 7-
DATE TESTED 10-12-05 KR
SAMPLE NO.
WASH SIEVE Yes
SOIL DESCR. Project #181254
DRY SIEVE No
LOCATION Robert Benson Reservoir
MOISTURE DATA
WASH SIEVE ANALYSIS
HYGROSCOPIC Yes
Wt Total Sample
Wet (9)
905.89
NATURAL No
Weight of+#10
Before washing (g)
0.00
Weight of+#10
Wt. Wet Soil & Pan (9)
118.52
After Washing (g)
0.00
Wt. Dry Soil & Pan (g)
114.95
Weight of-#10
Wt. Lost Molature (g)
3.57
Wet (g)
905.89
WtofPon Oniy (9)
8.37
Weight of-#10
Wt of Dry Soil (9)
106.58
Dry (g)
878.53
Moisture Content %
3.3
Wt. Total Sample
Dry (g)
876.53
Wt Hydrom. Sample Wst (9)
214.13
Cale. Wt. "W" (g)
207.19
Wt. Hydrom. Sample Dry (g)
207.19
Cale, Mass +010
0.00
Sieve Pan Indiv.
Indiv.
Cum. Cum. %
Number Weight WL+Pan
Wt
WL % Finer
(Size) (9)
(9)
Retain.
Retain. Retain. By Wt
3" - 0.00
0.00
0.00
0.00 0.0 100.0
1 1 /2" 0.00
0.00
0.00
0.00 0.0 100.0
3/4" 0.00
0.00
0.00
0.00 0.0 100.0
31r 0.00
0.00
0.00
0.00 0.0 100.0
#4 0.00
0.00
0.00
0.00 0.0 100.0
#10 0.00
0.00
0.00
0.00 0.0 100.0
#20 3.60
3.93
0.33
0.33 02 99.8
#40 3.62
3.98
0.36
0.69 ...0.3 99.7
#60 3.65
4.08
0.43
1.12 0.5 99.5
#100 3.Q6
5.13
1.47
2.59 1.3 98.7
#200 3.68
32.60
28.92
31.52 15.2 84.8
Data. entered by: SR Date: 1011812005
Data checked by:Yf.. Date: o S
FIIeNeme: MSMOTP27 ADVANCED TERRA TESTING, INC.
I
US Standard Sieve Size
r 18 yr x M AN in W0 n1n B10n m
IN
Be
T
• TaA Dell
m
a
w 0 10 a 1.0 m 61 ommm AI M .OMWM A01 AXIS
COBBLES - GRAVEL SAND SI.TORCLAY
U6C3
COARSE FNE CRS MEDABA FNE
COBBLES PEBBLE GRAVEL SAND SA.T - CLAY BBS1SSCrt111
TO BOIBDERS Comm SAED GRAN COARSE AI® I ME
CIVIC MFG+odclom Boalq No.: TP-2
Jab NunEer: 2541Y17 O T Advanced Tom T" ng, Inc.
APPENDIX C
SLOPE STABILITY CALCULATIONS
MFG, Inc.
consuning sciengsfs and engineers
FIGURE C-1. ROBERT BENSON RESERVOIR
X
Nam. wu . ..-
Name: Current-R2.gez
Date: DECFa98ER2o05
PruJect: P1181254
FBe: Figure C-1
Comments: Robert Benson Reservoir
Stability Analysis
F)dsdng Conditions
Upstream Slope
Material Properties
1: Silty Clay Fill - Unit Weight 120.Opcf, Cohesion` t00psf, Phi: IGdegr€es
2: Clay- Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 1Bdegrees
3: Weathered Claystonef0dystone - Uhit Weight I34.7pcf, Cohesion: 200psf, Phi:' 24degreeg
i
i
2 Ck
-1'
1. I II
MFG, Inc.
uVaunuff] bwwjuJIJ 8Ad Glylflocla
FIGURE C-2. ROBERT BENSON RESERVOIR
Dale: DECEMBER 2005
Project PU 81254
I c::.G: FroL're r 2
1
Comments: Robert Benson Reservoir
Stability Analysis
FAsting Condition
HighweterLevel (Upstream)
Material Propeni�s
1: Silty Clay Fill - Unit Weight 120.Dpcf, Cohesion: t00psf, Phi: 10degrees
2: Clay -Unit Weight 120.0
pcf, Cohesion 100psf, Phi: 18degrees
a: Weathered Claystone/Claystone: Un(t Weight 134.7pd, Cohesion: 200psf, Phi: 24deg:ees
A JAM d
MFG, Inc.
Consulting scientists and engineers
I
FIGURE C-3. ROBERT BENSON RESERVOIR
x
tea....... .....{2.gsz
Name: HlghWl-
Date: DECEMBER 2005
Project: P1101254
Fes; FWure C-3
B. Construction Progress Meetings: Progress meetings will be conducted weekly or at
some other frequency, if approved by the OWNER, ENGINEER and
CONTRACTOR. These meetings shall be attended by the OWNER, the
ENGINEER, the CONTRACTOR's representative and any others invited by these
people.
The ENGINEER will conduct the meeting and the ENGINEER will arrange for
keeping the minutes and distributing the minutes to all persons in attendance.
The agenda of these project meetings will include construction progress, the status of
submittal reviews, the status of information requests, critical work sequencing,
review of strategies for connections into existing facilities, status of field orders and
change orders, and any general business.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01310-2 Project Meetings
Comments: Robert Benson Reservoir
Stability Analysis
F>(istfng Condition
High water level (downstream)
Reservoir water level 3-ft below the dam crest
Material Properties
1: Silty Clay Fill - Unit Weight 120.Opcf, Cohesion: 100psf,
2: Clay- Unit Weight 120.Opcf, Cohesion: 100psf, Phi: 18
3: Weathered Claystane/Claystone - Unit Weight 134.7pcf
A
5Da4
� 5 0g0
O
v 4.996
N
4.992
lL
C
0 4.9ee
�a
m
W 4.984
4 %0
MFG, Inc.
rnn<�,ainn eninnN<fe nnAonmmowm
Phi: 18degrees
degrees
Cohesion: 200psf, Phi: 24degrees
LL
Distance (Feet)
FIGURE C-4. ROBERT BENSON RESERVOIR
Date:1011112005
Name: H19hWL-R2.gez
Date: DECEMBER 2005
PMlect P11B1254
qua: rigor-
Comments: Robert Benson Reservoir
Stability Analysis
Exisitng Condition
Rapid drewdown (upstream)
Material Properties
1: Silty Clay Fill - Unit Weight 120.Dpcf, Cohesion: i ODpsf, Phl: i Bdegrees
2: Clay - Unit Weight 120.0pcf, Cohesion: 1 oopsf, Phi: 18degrees
3: Weathered Claystone/Claystone - Unit Weight 134.7pc}, Cohesion: 200psf, Phi:• 24degrees
S� r
A'
A g$ \ d
e.W4
10 2l1 -
Distance (Feet)
FIGURE C-5. ROBERT BENSON RESERVOIR
MFG, Inc.
consulting sdanusts and engineers
Name: RaPldDD-L2.9ez
Date: DECEMBER 2005
Prolea M181254
File: Figure C-5
Comments: Robert Benson Reservoir
Stability Analysis
E)dsitng Condition
Rapid drawdown (downstream)
Material Properties
1: Silty Clay Fill - Unit Weight 120.Opcf, Cohesion: 10dpsf, Phi: 18degrees
2: Clay- Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 19degrees
3: Weathered Claystone/Claystone - Unit Weight 134.7pcf, Cohesion: 200psf, Phi: 24degrees
A
LL
S
LLI
o to 20 30 40 - Q0. eo
Distance (Feet)
MFG, Inc.
4W I�VII%l y JYIOIIINIJ a1N O�iyiirvo. �.
FIGURE C-6. ROBERT BENSON RESERVOIR
Date: 1 te1112005
Name: RepIdDD-R2.9s2
Date: DECEMBER 2005
Pwiect: Pt191254
FBe: Flaure C-0 .
1
L— K — a t_. & — lll. a
Comments: Robert Benson Reservoir
Stability Analysis
End of Construction (downstream)
Materiel Proportion
1. Borrow Material - Unit Weight: 12().Opcf, Cohesion' 100psf, Phi- 113dogrees
2. Silty Clay Fill - Unit Weight: 120-OPcf. Cohesion: loops(. Phi: 1111dogrees
3. Clay - Unit Weight: 12g.opcf. Cohesion: 10Opsi Phi: 18dogreas
4. Weathered Claystone/C[aystane - Unit Weight: 134.7pcf, Cohesion: 200psf, Phi: 24dagreas
Ad
A
5=4
4.9 - — --------------- — ------ 0.1n
2S.
4.902
fL
O 4.006
—j *.144
G
4.910 0 In III an 40 an IS an an an w Iso
D.w: 1011740305
Distance (Feet) N...! C...
MFG, Inc.
consulikV scienfists and engineers
FIGURE C-7. ROBERT BENSON- RESERVOIR
File: Figure C-7
Comments: Robert Benson Reservoir
Stability Analysis'
End of Construction (upstream)
Material Properties
1. Borrow Material -Unit Weight 120.13pcf, Cohesion:.1GDpsf, Phi: 18degrees .
2. Silty Clay Fill -Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 18degrees
3. Clay- Unit Weight 120.Opcf, Cohesion: 100psf, Phi: 18degrees
4. Weat4ered Cloystone/Ciaystone - Unit Weight 134.7pcf. Cohesion: 200psf, Phi: 24degrees
A d A'
2.OaB s
0
O
O
O
IX
N
01
LL
v
C
O
N
N
W
MFG, Inc.
nnnsutlina sdenNsls end engineers
-
Distance (Feet)
FIGURE C-S. ROBERT BENSON RESERVOIR
I
Date: 12/14/2005
Name: Current-1 LOX
Date: DECEMBER 2005
Pro)ect: P1181254
File: Figure C-8
Comments: Robert Benson Reservoir
Stability Analysis
Post Construction
steady state (3' freeboard)
Material Properties
1. Sorrow Material - Unit Weight 120.Opcf, Cohesion: 100psf, Phi: 10degrees
2. Silty Clay Fill - Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 10degrees
3. Clay - Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 18degrees
4. Weathered Claystane/Claystone - Unit Weight 134.7pef, Cohesion: 200psf, Phi: 24degress
A
• 5.004
O 5.00a
O
O
X 4996
v
N 4.992
lL
v
C
O 4.906
1
W
4"
4.QK
0
10 21 90 au .+.. -- -
Distance (Feet)
MFG, Inc.
consuMing seierdisfs end engineers
FIGURE C-9. ROBERT BENSON RESERVOIR
K
i
Name: HlghWL--1 Lost
Oats: DECEMBER 2005
t
p\1e1254
Flgure C-9
in
Comments: Robert Benson Reservoir
Stability Analysis
Post Construc0on
Steady State (3-freeboard, wlselsmic loading)
Mderlel Properlles
1. Barrow Materiel -U-1 Weight 120.Opcf, Calmiere 100psf, Phi 18degrees
2. Sly Clay Fit -flyd Yh!Vt 120.Ope1, CdNWDM 100psf, PK 18degrees
3. Cley - Lkd Welght 120Apcf, C&w&m 100psf, Pit 18degrees
4. Mothered CleysimmOeysione - Lkd yVd- t 134.7pcf, CQtuw r.. 200psf, PK 24degrees
1
•
slut
MFG, Inc..
ufiaWiiiy uCian �� w � o%y:T^.^.. I
--
Distance (Feel)
FIGURE C-10. ROBERT BENSON RESERVOIR
r
Oae: tp/�1J�5
Nine: !Fp INL-IL sdwMeAse
Daft: DECEMBER 2005
Project PU81254
FOe: FigureC-10
Comments: Robert Benson Reservoir
Stability Ma"Is
Post Construction
Steady Stale (3'tteeboard)
Materiel Proper8es
1. Bmew Meterid - ltd: V*Vt 12l3*cf, CahoWM 1 WPsf, PW: 18degrees
2. SaY Clay Fa - tht WeW 120Apef, cahesium 188psf, Pit 18degreel ,
3. Clay-"Welght 120.epcf, Cahssk- l oopsf, Pit 10deWme
4. W eMhered Cleystme/Cl5Ystme -this W aVt 134.7Pcf, Cahesi0n: 280psf, Pft 24dean" s -
A
SM4
O eam
0
o_
x 4sa
m
ar 430
c
� 45Q
m
W i9si
19e. Q m -. — --
a1 SOm
Distance (Feel)
MFG, Inc.
consuffing scienlisfs and enginmemn
At
Wn: 1011891105
Name: NghYa4la 1.5ta l.paz
co nmc
FIGURE C-11. ROBERT BENSON RESERVOIR
Project %181254
File: Figure C-11
Comments: Robert Benson Reservoir
Stabllity Analysts
Post Construction
Steady State (Tfreeboardwlselsmic loading)
Material Propertles
1. Borrow Materiel - Wt Weg11t 120.Wf, Ct>ftealrsa 100pst, PM: 18degrees
2. SRy Clay Fill - lai Weight 120.0pcf, Caheslom 100psf, Pht 1 Weems
3. Clay -Lkit Walgh: 120.Wf, Cahealux l 00psf, Pit IBdegrees
4. Weathered ClaystaneRleystone - Uri Welgh: 134.ypcf, Cohesion: 200p3f, PH: 24degrees
A
SM
O
Q alm
X r9er
Y
� 19�
uL
C /!
Y
AM
W 49M
a
t
A m w ia 10 en ® .. .
Distance (Feeq pMHWto seBmie.ou
MFG, Inc.
w;N���,:y•Wsrs .,.,s,,.......,
FIGURE C-12. ROBERT BENSON RESERVOIR
Date: DECEMBER 2005
Project: P1181254
File: Figure C-12
Comments: Robert Benson Reservoir
Stability Analysis
Post Construction
Rapid Drawdown
Material Properties
1. Borrow Material - Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 10degrees
2. Silty Clay Fill - Unit Weight '120.1313cf. Cohesion: 1 OOpsf, Phl: 10degrees
3. Clay- Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 19degrees
4, Weathered ClaystonefClaystone - Unit Weight 134.7pcf, Cohesion: 200psF, Phi: 24degrees
A
• e.ee0
o eaoo
0
o_
vX 4.Wa
e, 4-M
LL
v
C
O 4.eea
A
O.ae•
W
4.08c �d
o Zo 30
Distance (Feet)
FIGURE C-13- ROBERT BENSON RESERVOIR
MFG, Inc.
consuming scienfisis and engmeets
x
-Name: DrWWWOWn-1 Ugs:
Date: DECEMBER 20a5
Project P%181254
Foe: Figure G13
SECTION 00800
SUPPLEMENTARY CONDITIONS
SECTION 01320
CONSTRUCTION SCHEDULES
PART1 GENERAL
1.01 SECTION INCLUDES
A. Prepare detailed schedule of all construction operations and procurements to be reviewed
by parties attending the preconstruction conference.
The schedule shall be approved by the OWNER and ENGINEER prior to Notice to
Proceed.
1.02 FORMAT AND SUBMISSIONS
A. Prepare construction and procurement schedules in a graphic format suitable for
displaying scheduled and actual progress. The construction schedule shall clearly identify
the critical path for the project and shall also identify all critical procurement items.
B. Submit four (4) copies of each schedule to the OWNER and ENGAEER 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:
• Removal of trees and concrete rubble.
• Stripping of the existing dam.
• Construction of the Principal Outlet
• Construction of the Emergency Spillway.
• Placement of the buried riprap on the upstream face of the dam.
• Revegetation
3. Show projected percentage of completion for each item as of the first day of the
month.
B. Report of delivery of equipment and materials.
1. Show delivery status of critical and major items of equipment and materials.
Robert Benson Dam 01320-1 Construction Schedules
Comments: Robert Benson Reservoir
. . . . . . . . . .
Stability Analysis
Post Construction ,
Rapid Drawduwn O
Material Properties -
1. Borrow Material -Unit Weight 120.Opcf, Cohesion: -1 oapst, Phl: 1 adegrees
2. Silty Clay FIII - Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 18degrees
3. Clay- Unit Weight 120.0pcf, Cohesion: 100psf, Phi: 1 Bdegrees
4. Weathered Claystone/CloWtone - Unit Weight: 134.7pcf, Cohesion: 200psf, Phi: 24degrees ,
A
3
n'
anoa
r," ��-';b' '�'ai«+'•
h..,.
4.000
---------------------
.. .. ....
x
3 3
Drain
m4.002
3
LL
0
—
4.■e
6
M
0)
4.■4
W
4.010
0 10
20 00 40 a0 . 70 ■ m
100 110 120 120 140 1■
Distance (Feet)
Date 10n r=S
- Ne1ne:Orewidowll-1R.gu
MFG, Inc.
camuftina sdenfisfs and engineers
1
FIGURE C-14. ROBERT BENSON RESERVOIR
Dare: DECEMBER 2005
Project P1161254
File: Figure C-14
Comments: Robert Benson Reservoir
Stability Analysis
Post Construction
Rapid Drawdowo oWselsmic loading)
Meterlel Properties
1. Barrow MeterW - Lkii yyaigi't 120Apcf, CdresBn:100psf, PM: lndegrees
2. Say Clay Fa - tint ydelgrt 120Apel, C&Mbm 100ps1, M 1Bdewass
3. Cley -lkit Vyetft 12ODPLf,Cdieasxc t00pst, PFi tBdegrees
4.Weaftred Cleydomnayslom_tyityyeW.134.7pcf,Co'e"'m2mpef'M- 24degrees
• r�s
A
5mt
O
13 5IDJ
O
x 1�5
m 4301
a
C t9M
O
m tot
1
al
W tAn i _
n u
MFG, Inc.
consuiiing scientists and engineers
n
R
0
Distance (FOOD
FIGURE C-15. ROBERT BENSON RESERVOIR
R..: N.....-... _5ei5mk.Osx
n,w MCEMBER 2005
Project p11e1254
File: Figure C-15
Comments: Robert Benson Reservoir
Stability Analysis
Post Construction
Rapid Drawdown (wlsefsmic loading)
Material Properties
1. Borrow Material - Ural WaW 120Apcf, Cd esiorc l Wpsf, Pht 10degrees
2. Silly Clay I'll - Llnil Wek t 1202pcf, Corxaim: 100pst, Phi 1 edegrees
3. Clay -lkrl WefgK 120.DIcf, Coheslarc 100psf, Pht lfldegrees
4. Weathered Claystonenaysione - ilnit WaWt 134.7pef, Cohesfore Mal, Pht 24degrees
A
Sam
O
O 51ID
O
v lags
Y
/=
LL_
C 1!
Y
wu
.113
W 1m
Distance Teel)
�.,. MFG, Inc. m�
FIGURE C-16. ROBERT BENSON RESERVOIR
pM- le/l 16
Kane. p[ru[•1 N_sefsmieyu
Date: DECEMBER 2005
Project: P1181254
t pit.. Fla .ro r 18
- r
APPENDIX D
SEEPAGE ANALYSIS
Robert Benson Reservoir
Comments: Seepage Analysis
MFG Model for Kciaystone Function
5.008
5.004
p 5.002
O 5100
X 4.008
4.up5
N 4.004
0) 4.002
C 4.000
4.086
to 4.00
W 4.084
tLl 4.002
4.000
0
ID M 00 40 50 50 . 70 8p 00 IN 110 120 IA 140 150
Distance (feet)
Dlreefem PAIM254 R Be.n Ae""Maepage A..Ip.
Name: h10h1M3_aedKCC.gs
Date: 1D242005
MFG, Inc.
rnn<u0inn erlanfiefe ervl nnninaon:
FIGURE D-1. ROBERT BENSON RESERVOIR .
Date; DECEMBER2005
Project P1181254
I
Robert Benson Reservoir
Comments: Seepage Analysts
1011= 4.95 x 10"-6 MIS
5D00
O 5D02
O \
p 5D00
4.000
4.000 .y _ ♦. ,
m 4.004
N 4.002
4.000
C
O 4.000
CO
0 4.000
4.004
W 4.002
4.000 10 7ii W 40 50 an 1D W W ion110 110 IW to 150
0
Distance (feet)
Direetagc PAIB1254It BaaS40 ANS&WOMeepa0e A4al0s'
Name: hi0hWI-2_06MCC.0az
Date: IM1120M
..�nvuoeo'JM�
MFG, Inc.
Consulting scientlsfs and engineers
FIGURE D-2. ROBERT BENSON RESERVOIR
PrSjett: Pd81254
Fib: Figure D-2
ROBERT BENSON RESERVOIR/FAIRPORT DAM IMPROVMENTS
wNAEGT IOC�TION CONSTRUCTION DRAWINGS
w�RwMRE�RwR DAM ID: #040123, WATER DIVISION 1, WATER DISTRICT 4
tMAT10NNMI
FORT COLLINS, LARIMER COUNTY, COLORADO
PROJECT T6N, R69W, S13
NOTS TmN SEPTEMBER, 2008
' MAP
PRELIMINARY
PROJECT VICINITY MAP
OWNER:
C_CitYTof�•(� CITY OF FORT COLLINS
NATU/'RJI {Collins 2n0 1IENT MOUNTAIN DEPARTMENT
`��� V.
FORT COLLINS, CO 90521
V ENGINEERS:
�.A Cnrebiy f> �Ic
OM A v
a •V•
�MM BIIPeI Op '
• 'i—' ws+1Y MC
RESERVOIR LOCATION MAP
NOT FOR CONSTRUCTION
FOR REVIEW AND BID PURPOSES ONLY
Know worts belimm
Call betas you ft
1 ti'�M LM/E' u.e Nwpw b awneun d n
... wwwMM� dwu. my mwn ao.dw.
bW fh'Wlvl Later
.tiNvm le4tlp W�M'4Is
— K K` P£ LMiMt R,p . /9g9N
b y A M p£ � gyWNXq/
NP'wM m . _Wy 1— RRV
Bbh EpM
e,•
..fig. —
GENERAL NOTES
I AT, CO., GSW Dr.. ESI 1. 111 NINE. I. SIDEARIIESS' W.C. .11 NNClDl- NOT TO' 'FAVOR AND NLEIIN' OLALATEST
STAKE OF THE NmT OF THE STATEUPWAOF ::DOPY <IrNEEDDAND ORIATIONS FDA DAMPAR DITTY AND SAW CONSTHIIETIGH '.
NI
I WE MATEAK,, A I IKE OWNER AND THE STAGE Of DOETRANDO ONST SIMPLY
HANGRE. THE DBA� INNgKMROSARIESxTv s S THE INGTO TO ACEAFT ART REJECT ANY cx MATERIALS AND WORKMANSHIP THAT DOES HOT
NFORM TO OR STANDARDS ROD
HUTIONS SET
HEIRETH
S. I1D LIATE RE THE RE...'JM1 .1 THEY DOORKNOB IO ATINTF FEE
YIES LARIGGATER
ARD GI. O TIC
WITHITHE WEAK ARE' AND FORTURNI SCROWENER, THE CONTRACTOR SHALLAG
R[SNxxyElf FOR PREFECTURES N4TIE5 DUMPING CONTROVERSY"
.. HE O
_ IUAM RES
SL[ PRALL CONSTRUCTION STAR 1wPoac R s PTALL SURVIVING WEST BE BURNum IN.'
I.
S. THE CONTRACCTOR SIV.LL PF EsroRS ALL DISTURBED ARTS TO THEIR ORIGINAL CONDITION OR BETTER AS OEVOwiO AY 1.E —IN6. HERFOICIEWMENT BAR UP LESIONS HOT SAPPRET ON IKE HATEAMER STALL AT PER ACT STANDARDS
RIGHTS AL THE CdITRACIOR WALL PROPOSE A TRAFFIC CONTROL NNV
Cx 70 THE O[R FOR REn ICST TO NOMJUTICN ARM SHEET
OWNER ANY NECESSARY PERMTS AND TRAFFIC RUN ARPRM TrtW CM OF FORTCOWxS OASNOR JAMMER DEPUTY
PRIOR 1D TNSTRICIIOH.
n, MG CUBA THITYR. OVERVALUE. ASPHALT. AID IT SITUATIONS. A. CLARS. FEAR I AT, AND
LANOYAPINFINE
D WANTED BY E CONTRACTOR SHILL AT HUNDRED AND TARGET AT THE CONTRACTORS [NPEMSE,
TDI. CONTRACT. SAWAL=GEVI LU.1 ?w CONTROL PLAN FEE THE PAAM,-,N, MONETARY ENPRIORT REMOVED". THE COxERACIW SRADA
MPARE AND wNTAw A STATE IXIORAW WITYPEED COMEARTATTER MANNRUN (OwV)
ON
I.
THEN MVUNAAUCT AttER 10 m[ HER FOR LLA SAFE M[ATGENCY CCOICGUY
ABUSE R IN, WITH ALL LOL STATE AND FTERAL RECU4TOxi. AND
FAMEAV
THE � ADJACENT TO THE
TLECTION AREA
AT GET Or ��� GENERATED MY OF PAREJECT By THE
UNITY CH
AV THE DAVART THE 'I' SUITE -1
IR SUGARTRAFFIC OR KAUKAUNA. BUT IN SEO L B ATHE CO PANTOS ADOI O pM GRAND LLO CORCAN TRAVEL END nq ET ERRUCESSPROJECTENT ON[D�RT[A D A CWUSTI TOO DFITHE
CTENILY Mr.
IT
SNTD' y
FOLLOWMATUDWARES
ClPf OF FORT N 1.1-RI
LOCATED ON THE DUST SIDE 01 OWM .111 ANTE. AT ROBERT BENSOX TAKE ON THE IOP OF IXE OWTMEASI COINER DE AN INLET.
EIEYAVOM-WI9.SA NEED ITS WADIUSIO
CONGRESS STATE PLANE
X-1!3I,42.TO I-TH, I1.111F52 BA
D EO(I55I) WHEN. FURNITURE CONTROL OAST UPoN NGS GENCRATIOX Y ADI.
!mxv WT
THIS VARIANTS IS AT MORNING STATE FLUE. TO REDUCE LO STATE PLANE COORDINATES. SCALE AT D.N091]lli II.DW 36SID)
2 ATE PROPERTY RUNS, NUENSECTAIN MORRIS AN. WILTURN CORNEAS DISTURIVID UK.- ISHEIRICTIES" MOST HE REFERENCES ANT,
G, ALL PRO' ECT SONTURSTL TOTES PISTON ASCORACY OF THE COORDDMR(iAND Ei[EgVxS SHOWN PRIOR TO USING THEM FOR AM' 11111EZ ED AS A REFERENCE IT IS IKE RESPONSIBILITY OF H[ twin A<TDR i0 v[NUY ixE
AU✓l..
I•M NEC. API.— I MxN II
.1C.iac01 1 BA.
NIBrmT CoaNqIIR
LEGEND
,,A,=ROCOYO
IONTUR
EXISTIN
•—.
NONUAG-1I11 LLvl_
FINED
—
4LI FENCE
[gj
[MOTE I111STE
®
NEW 11-1 I'L.E
MwNaE
Q
.RNHY LWTTOL POINI
1.11
9Gv
BE
IC
TllIlI IN
k`l-Ll NWNTON
Jrl— couEZETF
ROp( RI PIwP
}
�E[N LOOS INFL
INDEX OF SHEETS
SHEET
INDEX
NO.
NQ—
DESCRIPTION
I
1
COVER SHEET
2
Cl
PROJECT INFORMATION AND SURVEY CONTROL
T
C2
PROJECT AREA MAP
A
11
DEMOLITION PUN
5
Cd
DAM SITE CARDING PLAN
R
C5
DAM CENTERLINE PROFILE
Cfi
OAM CRO55 SECTIONS - STA. OI.G TO STA. 5...
8
CJ
DAM CROSS SECTIONS - STA. 5.50 TO STA, B. DD
I
CO
EMERGENCY SPILLWAY PUN AND PROFILE
TO
OR
PRINCIPAL OUTLET WORKS PLAN AND PROFILE
11
CEO
10 PVC IRRIGATION PIPE PLAN AND PROFILE
12
SIT
MISCELUNECUS DETAILS
I}
DID
M13CELUNEOUS DETAILS
1a
HIRT
INTAKE SCREEN AND WET WELL DETAILS
15
OR'
EROSION CONTROL AND REVEGETATION PLAN
IS
5T
INLET BOX DETAILS
17
52
HEADWALL TRASH RACK - DETAIL SHUT
ONTROL POINT
tl9RT
[1NS.as
AIEEWTNEN
L xGY➢1
n,-
WODOA,U
CP-O[Niox
l;0n ssl
ne1C ID
50W 11
111 I5 NRWN PLO .wM. TAP Rs
rz lcxs ss
slm
muxD s v[wT
PPN
IIUAD .vs
'I'D 1Ras
GE?
soDln
rouxD /s RERAR
CRY OF FORT COLLINS
ROBERT BENSON RESERVOIR PROJECT INFORMATION
DAMIMPROVEMENTS AND SURVEY CONTROL
FAIRPORT DAM ID #040123
2 of 17
C1
SECTION 141
i
SECTION 13
T01,R69W1I
j %
T6N.R69W
<
A
- —
ROE
�.
�
RESERVOIR R
RESESE RVOIR
� 1
777
I
I
$...
ylcroxuE
i
/
--
I.-..1.......
e
�� i / TM�RYYIiO m1Y
CITY OF FORT COWNS
j
DAM IMPROVEMENTS
9 of 17
•P
oo.n
ROBERT BENSON RESERVOIR
PROJECT AREA MAP
p��
OZ
��9'—�
FAIRPORT DAM ID k040U3
\ /
GTY OF FORT COIIINS
•�` v+ul�- G�ria sP�.x H.nae
.A Cf1Y (R FgiT COLLINS
\L
'RESERVOIR MWArtP G \ op - as
01204E 3,-FOOT WE
AREA TO N ELEVAFION OF ,[
A98I r0 LOWER RESERVpR WALE. SURIKE E.V.M. .y s
SECTION 13 rU ALLOW FOR OAN AM WREr CONSTRUOR,
T6N, R69W
ROOM mIBON All
�
RESERVOIR PWO E O IN OCWALwING OPERAI IS TO �� Ns).
_\ KEEP UM OUTLE1 GDxS7RMETIOR WE Drti �
P-T.;;+ y
A\\ N21F: L1. SR.Ir VEO[GTW STRE. M IX NSFAEA �\
(Rom THE . UrsfREu1 MD Dowmsmcw �� PnovwcErav�
s'aVrl� IKCS OF MC FPS1W4 OAu ANp CWEMENCV I VFEST, LLC
ShLLMA1. VEGET.I.M MO LCPSgL 10 K /
�\ SMCKIRUO ON SITE AT A L=L. 0[RWIN[0
\ .i SNQNCE. REFUGE ER i0 GRADES rnrt u
SHOWN M THESE PA UPON COAPLEOCN. F w aoow.
\'T 3) RESERVOIR DEWATERIM' TO NELUDE UEARK /s xcwc "^
Of SEO ENT FROM JFVKAA SKY OF EAR AM
ALLOWING REWWOR r0 DEAN TO A POINT
wsoozl oMs
� c
WHERE CONSTRIKTION Of THE DAM MO
PRINCIPAL ONIEi IS (GAOL[: IXLENrS OF
\ \a EMOGING LO r[RFORN 1N1G `RCSEEMM
\ DEW AFORM' AK SHOWN ON THIS SNEEL. /s W l
\ a/
/ /t'snry
_ a
a
crry wrsr caui+s
7 J % o
,... e..1A n..I ww
/ NEW. ORIAH EOTEOECCAL -
CITY OF FORT GOWNS 4 Df 17
ROBERT BENSON RESERVOIR DEMOUTION PLAN
,. _,
N
D,N N FAIRPORT DAM ID t040123 C3
.R RESERVOIR DAM IMPROVEMENTS
2. Include a schedule which includes the critical path for Shop Drawings, tests, and
other submittal requirements for equipment and materials.
1.04 PROGRESS REVISIONS
A. Submit revised schedules and reports when changes are foreseen, when requested by
OWNER or ENGINEER, and with each application for progress payment.
B. Show changes occurring since previous submission.
1. Actual progress of each item to date.
2. Revised projections of progress and completion.
C. Provide a narrative report as needed to define:
Anticipated problems, recommended actions, and their effects on the schedule.
2. The effect of changes on schedules of others.
1.05 OWNER'S RESPONSIBUJTY
A. OWNER's review is only for the purpose of checldng 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)
END OF SECTION
Robert Benson Dam 01320-2 Construction Schedules
DAM CENTERLINE BEGINS. O j CROSS SECTION
LOCATION YP.)
l ¢J SEE SHEET 6 FOR DAN
PROHLf ANp $HEEL ] k
,ICE 6 FOR SECTIONS
THROUGH
DAM
INSTALL
SURVEY MONUMENT _
(SEE OCTPIL 15 ) -
�r
/ �•Por\ INSTALL i0C DRAIN
BOREHOLE LOCATION ^ (SEE DETAILW)
AND IDENTIFIER `V
CLEAMONT
(LY P. .burr
DAN INSTALL dB"
y CENTERLINE STANDAK
\ MAT..._.
STAIL
` INSTALL
E TALL LL 3D'
PIP[ ELI
AND CLEAN
DETAIL/
50tr r5 l
NO
PROPOSED - _ %
01
EL.= WATER
1�95 SO
EXISTING
CONTOUR
(TYP.)
INSTALL 10,240 S F. OE
BURIED RIPRAP RLdNN, 12'
THICKNESS 24'•.x,`
(SCE 0[TAR% tr rl) \
BENSON
,.•;� L ��
RESERVOIR
Ixsuu STAFF GAGE
(SEE DETAILe6 ) L/
VALVE
INSTALL WET WELL \ \ \
(SEE DETAIL e )
INSTALL 243 L.F. OF V DIE, PERFORATED PVC
PIPE TOE DRAIN FROM DAN SiA, I150 TO PRINCIPAL
OUTLET CENIERLINE STA STA. 2+60
SLOPE _ .024 FT/FT
co
.
MA 1.11 K.L
NIX
AN 20
WE
2 '. t
U/S INNER! = a996.0
D/S INNERT = 4990.0
\
(SEE DETAIL e)
_INSTALL IRRIGATION PIPE (SEE SHEET 11
\
FOR FLATLAND PROFILE)
PROPERTY
INStELL PRINCIPAL OUTLET wI1X
STA Oi00,0 10 EIA, 2161.5
INSTALL 261.5 L F. OF PRINCIPAL i
�(TYP')
BOUNDARY
CONCRETE HEADWALLS AND IN LIT
RO%. (SEE SHEET 10 FOR PLAN ANO
CUTLET DRAINAGE CHANNEL
CHANNEL SLOPE 0.002 Ft/FT
\
6, `( PROFILE OF OUTLET PIPE)
U/S INVERT _ 4989.0 O STA 2+61.5
5
�+
D/S INVERT 4988.9 O STA C+OD
-TOE DRAINS DAYLIGHT
(SEE TYPICAL SECTION THIS SHEET)
IN WING WALLS
/ (SEE DETAIL (�4))
PRINCIPAL OUTLET CHANNEL SECTION
x1f.
OF Trt eN°nn
6X v of 92.- y1
'2 OUTLET 666666yyyyyy
CENIERLIN
�L ]0' PVC PIPE -�
ENO CLEANO Ui
DETAIL) DEFLECT-�
2" OVER`2J30 FOR PERPENDICULAR
S TOUCH WITH WINGWALL
Q,
saor ELEVATION (rvP)
,54 I A
/__'� INSTALL 268 LS OF V DIA. PERFORATED PVC PIPE
TOE DRAIN FROM DAN SIA. Sf IJ TO PRINCIPAL OUTLET
y`w �-INSTALL CENTERLINE STA STA. 2P60
p0 SURVEY MONUMENT SLOPE = 022 PI/FT
(SEE DE741L e5 ) U/S INVERT = 4996.0
D/S INVERT = 4990.0
by; (SEE DETAIL (j))
,I INSETDRAIN CLE AN OUI
D
(SEE DETAIL
6.NOTE: SEE SHEET 9 FOR EMERGENCY
� TOP OF DAM SPILLWAY GRADING
PROPOSED I
CONTOUR ®
,ROa A CONTOUR (IYP.) i
CITY OF FORT GOWNS
$ _
.°'T
•�N
R FAI RT RT DAUM RESERVOIR
PAIRPORT DAM ID M60723
DAM SITE GRADING PLAN
5 W 17
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BENSON RESERVOIRW
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SECTION 01330
SUBMITTALS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Requirements:
1. Where required by the Specifications, the CONTRACTOR shall submit
descriptive information that will enable the ENGINEER to determine
whether the CONTRACTOR's proposed materials, equipment, methods of
work are in general conformance to the design concept and in accordance
with the Drawings and Specifications. The information submitted may
consist of drawings, specifications, descriptive data, certificates, samples, test
results, product data, and such other information, all as specifically required
in the Specifications. In some instances, specified submittal information
describes some, but not all features of the material, equipment, or method of
work.
2. The CONTRACTOR shall be responsible for the accuracy and completeness
of the information contained in each submittal and shall assure that the
material, equipment, or method of work shall be as described in the
submittal. The CONTRACTOR shall verify that all features of all products
conform to the requirements of the Drawings and Specifications. The
CONTRACTOR shall ensure that there is no conflict with other submittals
and notify the ENGINEER in each case where its submittal may affect the
work of another CONTRACTOR or the OWNER. The CONTRACTOR
shall ensure coordination of submittals among the related crafts and
subcontractors.
3. Submittals will be reviewed for overall design intent and returned to
CONTRACTOR with action to be indicated by the ENGINEER. It shall be
the CONTRACTOR's responsibility to assure that previously accepted
documents are destroyed when they are superseded by a resubmittal as such.
4. It shall be the CONTRACTOR's responsibility to ensure that required items
are corrected and resubmitted. Any work done before approval shall be at
the CONTRACTOR's own risk.
B. Submittal Procedure:
1. Unless a different number is called for in the individual sections, six (6)
copies of each submittal and sample are required, four (4) of which will be
retained by the ENGINEER. The CONTRACTOR shall receive two (2)
copies in return. Faxed submittals will not be accepted.
2. Submittals that are related to or affect each other shall be forwarded
simultaneously as a package to facilitate coordinated review. Uncoordinated
submittals will be rejected.
Robert Benson Dam 01330-1 Submittals
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UPSTREAM OUTLET STRUCTURE
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505-10 (iN 5-10 C 5 E0. AG (E W. A Es.)
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PLAN REBAR DETAIL
MINIMUM REINFORCING SPLICE LAP TA8LE
BAR 1, 15 0 10
LENGTH 1 -0 1 1- ]• i V-1' 10• 5• J_
BAR MARKS
S1R.NGNT BARs HINT AAPS
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SECTION A -A
ELEVATION REBAR DETAR
wH . NOTES.
L) REINFAT I ONONRO� STEELRATIAL DESIGNHDEE DOR IED
3.) 4L CONCRETE SHALL HAW A 26 DAY STRENGTH
CR F'C-RICO P.
S) FLAGS 60 RENPORGNG STEEL IS REOAREO
RE A) OF ALL OORWIACSiRVC11NHES WRONG CMp1FOR
ROC11M.5idBLiv
s.) DO No, .1. ARaW SONKRXIES DAN.
ALL CWPETE HAS REACHED CSSFH SIRFHF.IN.
6.) ALL
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CNAUFEO ]/L INCHES.
1.) ALL CdS. Er..11 AD, SHOW, ON INE PLANS
NN �CWOKM O BY E ENOREER. PRIM 10
CONS
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6.) THE CONTRACTOR SHALL KMFY ALL OwFNSOAS FOR
REMFONCNG SIEE. 6EFORE VLDEMNG OR FABRIC.M.
u ArzRUL.
R) [MFALE COKR 1O FADS O REIKOKWG SHALL BE
}' VRLESS 07HERUM NOTED.
IO.) — MRN.ONS FW .1.1 ..AS ARE .1 10 WT
SLOPING TRASH RACK TO BE
CONSTRUCTED OF 19-W-4 LIGHT
DUTY GALVANIZED STEEL GRATE
.MR, 1RAO, N.
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SECTION 8-B
SECTION 8-8
(SAME AS SECTION A -A)
BILL OF REINFORCEMENT -
(STLLING BASIN STR{KNRE)
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3. If the items or system proposed are acceptable but the major part of the
individual drawings or documents are incomplete or require revision, the
submittal will be returned with requirements for completion.
4. The right is reserved for the ENGINEER to require submittals in addition to
those called for in individual sections.
5. Submittals regarding material and equipment shall be submitted directly to
the ENGINEER and will be accompanied by a transmittal form. A separate
form shall be used for each specific item, class of material, equipment, and
items specified in separate discrete sections for which the submittal is
required. Submittals for various items shall be made with a single form
when the items taken together constitute a manufacturer's package or are so
functionally related that expediency indicates checking or review of the
group or package as a whole.
6. A unique number, sequentially assigned, shall be noted on the transmittal
form accompanying each item submitted. Original submittal numbers shall
have the following format: "XXX-Y;" where "XXX" is the originally
assigned submittal number and "Y" is a sequential letter assigned for
resubmittals (i.e., A, B, or C being the first, second and third resubmittals,
respectively). Submittal 25B, for example, is the second resubmittal of
Submittal 25.
7. If the CONTRACTOR proposes to provide material, equipment, or method
of work that deviates from the Contract Documents, it shall indicate so under
"deviations" on the transmittal form accompanying the submittal copies.
8. Submittals that do not have all the information required to be submitted,
including deviations, are not acceptable and will be returned without review.
C. Review Procedure:
Submittals are specified for those features and characteristics of materials,
equipment, and methods of operation that can be selected based on the
CONTRACTOR's judgment of their conformance to the requirements of the
Drawing and Specifications, Other features and characteristics are specified
in a matter that enables the CONTRACTOR to determine acceptable options
without submittals. The review procedure is based on the CONTRACTOR's
guarantee that all features and characteristics not requiring submittals
conform to the Drawings and Specifications. Review shall not extend to
means, methods, techniques, sequences, or procedures of construction or to
verifying quantities, dimensions, weights or gages, or fabrication processes
(except where specifically indicated or required by the Specifications) of
separate items, and as such, will not indicate approval of the assembly in
which the item functions.
2. Unless otherwise specified, within twenty-one (21) calendar days after
receipt of the submittal, the ENGINEER will review the submittal and return
copies. The returned submittal will indicate one of the following actions:
Robert Benson Dam 01330-2 Submittals
a. If the review indicates that the material, equipment, or work method
complies with the Specifications, submittal copies will be marked
"NO EXCEPTIONS TAKEN". In this event, the CONTRACTOR
may begin to implement the work method or incorporate the material
or equipment covered by the submittal.
b. If the review indicates limited corrections are required, copies will be
marked "FURNISH AS NOTED". The CONTRACTOR may begin
implementing the work method or incorporating the material and
equipment covered by the submittal in accordance with the noted
corrections. Where submittal information will be incorporated in
Operation and Maintenance data, a corrected copy shall be provided.
C. If the review indicates that the submittal is insufficient or contains
incorrect data, copies will be marked "REVISE AND RESUBMIT".
Except at its own risk, the CONTRACTOR shall not undertake work
covered by this submittal until it has been revised, resubmitted and
returned marked either "NO EXCEPTIONS TAKEN" or "FURNISH
AS NOTED".
d. If the review indicates that the material, equipment, or work method
do not comply with the Specifications, copies of the submittal will be
marked "REJECTED". Submittals with deviations that have not
been identified clearly may be rejected. Except at its own risk, the
CONTRACTOR shall not undertake the work covered by such
submittals until a new submittal is made and returned marked either
"NO EXCEPTIONS TAKEN" or "FURNISH AS NOTED".
D. Drawing:
1. The term "shop drawings" includes drawings, diagrams, layouts, schematic,
descriptive literature, illustrations schedules performance and test data, and
similar materials firmished by CONTRACTOR to explain in detail specific
portions of the work required by the Contract
2. CONTRACTOR shall coordinate all such drawings, and review them for
legibility, accuracy, completeness and compliance with contract requirements
and shall indicate this approval thereon as evidence of such coordination and
review. Shop drawing submitted to the ENGINEER without evidence of
CONTRACTOR's approval will be returned for resubmission.
3. Shop drawing shall be clearly identified with the name and project number of
this contract, and references to applicable specification paragraphs and
contract drawings. When catalog pages are submitted, applicable items shall
be clearly identified.
4. CONTRACTOR shall stamp his approval on shop drawings prior to
submission to the ENGINEER as indication of his checking and verification
of dimensions and coordination with interrelated items. Stamp shall read:
"(CONTRACTOR's Name) represents that we have determined and
verified all field dimensions and measurements, field construction
Robert Benson Dam 01330-3 Submittals
criteria, materials, catalog numbers and similar data, and that we
have checked with the requirements of the Specifications and
Drawings, the Contract Documents, and General Conditions".
Marks on drawings by CONTRACTOR shall not be in red. Any marks by
CONTRACTOR shall be duplicated on all copies submitted.
5. If shop drawings show variations from contract requirements,
CONTRACTOR shall describe such variations in writing, separate from the
drawings, at time of submission. All such variations must be approved by
the ENGINEER. If ENGINEER approves any such variations, he shall
issue an appropriate contract modification, except that, if the variation is
minor and does not involve a change in price or in time of performance, a
modification need not be issued.
6. Should the CONTRACTOR propose any item on his shop drawings or
incorporate an. item into the work, and that item should subsequently prove to
be defective or otherwise unsatisfactory, (regardless of the ENGINEER's
preliminary review), the CONTRACTOR shall, at his own expense, replace
the item with another item that will perform satisfactorily.
E. Certificates:
For those items called for in individual sections, furnish six (6) certificates of
compliance from manufacturers or suppliers certifying that materials or equipment
being famished under the Contract comply with the requirements of these
Specifications.
F. Samples:
Samples shall be sufficient in size to clearly illustrate functional characteristics and
full range of color, texture, and pattern.
G. Effect of Review of CONTRACTOR's Submittals:
Review of drawings, data, methods of work, or information regarding materials or
equipment the CONTRACTOR proposes to provide, shall not relieve the contractor
of its responsibility for, errors therein and shall not be regarded as an assumption of
risks or liability by the ENGINEER or the OWNER, or by any officer or employee
thereof, and the CONTRACTOR shall have no claim under the Contract on account
of the failure or partial failure, of the method of work, material, or equipment so
reviewed. A mark of "NO EXCEPTIONS TAKEN" or "FURNISH AS NOTED"
shall mean that the OWNER has no objection to the CONTRACTOR, upon its own
responsibility, using the plan or method of work proposed, or providing the materials
or equipment proposed.
Robert Benson Dam 01330-4 Submittals
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01330-5 Submittals
TIES PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 01330-6 Submittals
SECTION 01425
STANDARD REFERENCES
PART GENERAL
1.01 SECTION INCLUDES
A. Reference to standards, specifications, manuals, or codes of any technical society,
organization, or association, or to the laws or regulations of any governmental
authority, whether such reference be specific or by implication, shall mean the latest
standard specification, manual, code, or laws or regulations in effect at the time of
opening of Bids, except as may be otherwise specifically stated. However, no
provision of any referenced standard, specifications manual or code (whether or not
specially incorporated by reference in the Contact Documents) shall be effective to
change the duties and responsibilities of OWNER, CONTRACTOR, or ENGINEER,
or any of their consultants, agents or employees from those set forth in the Contract
Documents, nor shall it be effective to assign to ENGINEER, or any of
ENGINEER's Consultants, agents, or employees, any duty or authority to supervise
or direct the furnishing or performance of the Work.
Whenever used in the Contract Documents, the following abbreviations will have the
meanings listed:
AASHTO
American Association of State Highway and Transportation
Officials
444 North Capital Street, N.W., Suite 225
Washington, DC 20001
ACI
American Concrete Institute
P. O. Box 19150
Detroit, MI
ACPA
American Concrete Pipe Association
AISC
American Iron and Steel Institute
150 East 42nd Street
New York, NY 10017
AISI
American Iron and Steel Institute
150 East 42nd Street
New York, NY 10017
ANSI
American National Standards Institute, Inc.
1430 Broadway
New York, NY 10017
AREMA American Railway Engineering
and Maintenance -of -Way Association
8201 Corporate Drive, Suite 1125
Landover, MD 20785
ASCE American Society of Civil Engineers
345 East 47th Street
Robert Benson Dam 01425-1 Standard References
New York, NY 10017
ASTM American Society of Testing and Materials
1916 Race Street
Philadelphia, PA 19103
BOCA Building Officials and Code Administrators
17926 Halstead
Homewood, IL 60430
CISPI Cast Iron Soil Pipe Institute
CRSI Concrete Reinforcing, Steel Institute
180 North LaSalle Street
Chicago, IL 60601
CSI Construction Specifications Institute
DIPRA Ductile Iron Pipe Research Associations
EPA Environmental Protection Agency
FEDSPEC Federal Specifications
General Services Administration
Specification and Consumer Information
Distribution Branch
Washington Navy Yard, Building 197
Washington, DC 20407
FEDSTDS Federal Standards (see FEDSPEC)
ICBO International Conference of Building Officials
5360 South Workman Mill Road
Whittier, CA 90601
MILSPEC Military Specifications
Naval Publications and Forms Center
5801 Tabor Avenue
Philadelphia, PA 19120
NIST National Institute of Standards and Technology
NPC National Plumbing Code
NSC National Safety Council
Robert Benson Dam 01425-2 Standard References
No Text
OSHA
Occupational Safety and Health Act
U.S. Department of Labor
Occupational and Health Administration
San Francisco Regional Office
450 Golden Gate Avenue, Box 30617
PCA
Portland Cement Association
PCI
Prestressed Concrete Institute
PS
Products Standards Section - U.S. Depart. of Commerce
SSPC
Steel Structures Painting Council
SSPWC
Standard Specifications for Public Works Construction
Building News, Inc.
3055 Overhead Avenue
Los Angeles, CA 90034
TCA
Title Council of America
UBC Uniform Building Code
Published by ICBO
UL Underwriter's Laboratory
207 East Ohio Street
Chicago, IL 60611
UMC Uniform Mechanical Code
Published by ICBO
UPC Uniform Plumbing Code
Published by IAPMO
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01425-3 Standard References
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Robert Benson Dam 01425-4 Standard References
SECTION 01450
MATERIALS TESTING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Provide such equipment and facilities as are required for conducting field tests and
for collecting and forwarding samples. Do not use any materials or equipment
represented by samples until tests, if required, have been made and the materials or
equipment found to be acceptable. Any product which becomes unfit for use after
approval thereof shall not be incorporated into the work.
B. Tests shall be made by an accredited testing laboratory selected by the OWNER.
Except as otherwise provided, sampling and testing of all materials and the laboratory
methods and testing equipment shall be in accordance with the latest standards and
tentative methods of the American Society for Testing Materials (ASTM), and the
American Association of Highway and Transportation Officials (AASHTO).
C. Where additional or specific information concerning testing methods, sample sizes,
etc., is required, such information is included under the applicable sections of the
Specifications. Any modification of, or elaboration on, these test procedures which
may be included for specific materials under their respective sections in the
Specifications shall take precedence over these procedures.
1.02 OWNER'S RESPONSIBILITIES
A. The OWNER shall be responsible for and shall pay all costs in connection with the
following testing:
1. Soils compaction tests.
2. Trench backfill.
3. Tests not called for by the Specifications of materials delivered to the site.
4. Concrete tests.
1.03 CONTRACTOR'S RESPONSIBILITIES
A. In addition to those inspections and tests called for in the General Conditions,
CONTRACTOR shall also be responsible for and shall pay all costs in connection
with testing required for the following:
1. Concrete materials and mix designs.
2. Gradation tests for embedment, fill and backfill materials.
3. All performance and field testing specifically called for by the Specifications.
4. All retesting for work or materials found defective or unsatisfactory, including
tests covered under 1.02 above.
Robert Benson Dam 01450-1 Materials Testing
5. Water quality testing required by discharge permits.
1.04 TRANSMITTAL OF TEST REPORTS
Written reports of tests and engineering data fiunished by CONTRACTOR for ENGINEER's
review of materials and equipment proposed to be used in the work shall be submitted as
specified for Shop Drawings.
The testing laboratory retained by the OWNER will furnish three (3) copies of a written
report of each test performed by laboratory personnel in the field or laboratory. Two (2)
copies of each test report will be transmitted to the ENGINEER and one (1) copy to the
CONTRACTOR within seven (7) days after each test is completed. .
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01450-2 Materials Testing
SECTION 01555
TRAFFIC REGULATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. Conformance: Latimer County Traffic Control Regulations, City of Fort Collins WorkArea
Traffic Control Handbook, Manual of Uniform Traffic Control Devices (U.S. Department of
Transportation), or applicable statutory requirements of authority having jurisdiction. Fort
Collins Handbook takes precedence over Manual of Uniform Traffic Control Devices.
B. Operations on or about traffic areas and provisions forregulating traffic will be subject to the
regulation of governmental agencies having jurisdiction over the affected areas.
C. Keep traffic areas free of excavated material, construction equipment, pipe, and other
materials and equipment.
D. Keep fire hydrants and water control valves free from obstruction and available for use at all
times.
E. Conduct operations in a manner to avoid unnecessary interference with public and private
roads and drives.
1.02 TRAFFIC CONTROL PLAN
A. The Traffic Control Plan is to be used as a guideline for the CONTRACTOR. Adjustments to
the approved plan may be required by the OWNER based on actual traffic operation.
B. Traffic control shall be provided by the CONTRACTOR.
1.03 FLAGMEN
A. Required where necessary to provide for public safety, or the regulation of traffic, or by
jurisdictional authorities.
B. Shall be properly equipped and certified by ATSSA.
1.04 WARNING SIGNS AND LIGHTS
A. Provide barricades and warning signs for:
Open trenches and other excavations.
2. Obstructions, such as material piles, equipment (moving or parked), piled
embankment.
B. Illuminate by means of warning lights all barricades and obstructions from sunset to
sunrise.
C. Protect roads and driveways by effective barricades on which are placed acceptable
Robert Benson Dam 01555-1 Traffic Regulation
warning signs.
D. Barricades and warning signs must be acceptable to the ENGINEER.
WITIEFEVOTWW'
A. The CONTRACTOR shall designate parking areas with the approval ofthe OWNER for
the use of all construction workers and others performing work or; famishing services in
connection with the project so as avoid interference with public traffic, OWNER's
operations, or construction activities.
1.06 ROADWAY USAGE BETWEEN OPERATIONS
A. At all times when work is not actually in progress, CONTRACTOR shall make passable
and shall open to traffic such portions of the project and temporary roadways or portions
thereof as may be agreed upon between CONTRACTOR and OWNER and all authorities
having jurisdiction over any properties involved.
1.07 WORK AREA SAFETY
A. The CONTRACTOR shall maintain a safe work area and protect area residents,
motorists, bicyclists, pedestrians, and children from work area hazards.
B. The CONTRACTOR shall provide all work area safety control devices, such as
barricades and safety fence around all excavations and drop-offs.
C. Work area safety control devices will not be paid for separately. Cost for this equipment
should be included in the unit costs for the work items which will require work area
safety control devices.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01555-2 Traffic Regulation
SECTION 01635
SUBSTITUTIONS AND PRODUCT OPTIONS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Description:
1. This section describes the procedure required by the. CONTRACTOR for
product substitutions.
2. Requests for Substitution:
a. Base all bids on materials, equipment and procedures specified
b. Certain types of equipment and kinds of material are described in
specifications by means of trade names and catalog numbers, and/or
manufacturer's names. Where this occurs, it is not intended to
exclude from consideration such types of equipment and kinds of
material bearing other trade names, catalog numbers and/or
manufacturer's names, capable of accomplishing purpose of types of
equipment or kinds of material specifically indicated.
C. Other types of equipment and kinds of material may be acceptable to
the OWNER and ENGINEER.
d. Types of equipment, kinds of material and methods of construction,
if not specifically indicated must be approved in writing by
ENGINEER and the OWNER.
3. Submission of Requests for Substitution:
a. After Notice to Proceed, the OWNER/ENGINEER will consider
written requests for substitutions of products, materials, systems or
other items.
b. The ENGINEER reserves the right to require substitute items to
comply color and pattem-wise with base specified items, if necessary
to secure "design intent".
C. Submit six (6) copies of request for substitution. Include in request:
1) Complete data substantiating compliance of proposed
substitute with Contract Documents.
2) For products:
i. Product identification, including manufacturer's
name.
ii. Manufacturer's literature, marked to indicate
specific model, type, size, and options to be
Robert Benson Dam 01635-1 Substitutions and
Product Options
U
considered: Product description; performance and
test data; reference standards; difference in power
demand; dimensional differences for specified unit.
iii. Name and address of similar projects on which
product was used, date of installation, and field
performance data.
3) For construction methods:
i. Detailed description of proposed method.
ii. Drawings illustrating methods.
4) Itemized comparison of proposed substitution with product
or method specified.
5) Data relating to changes in construction schedule.
6) Relation to separate contracts.
7) Accurate cost data on proposed substitution in comparison
with product or method specified.
d. In making request for substitution, or in using an approved substitute
item, Supplier/Manufacturer represents:
1) He has personally investigated proposed product or method,
and has determined that it is equal or superior in all respects
to that specified and that it will perform function for which it
is intended.
2) He will provide same guarantee for substitute item as for
product or method specified.
3) He will coordinate installation of accepted substitution into
work, to include building modifications if necessary, making
such changes as may be required for work to be complete in
all aspects.
4) He waives all claims for additional costs related to
substitution, which subsequently become apparent.
Substitutions:
a. Request sufficiently in advance to avoid delay in construction.
Robert Benson Dam 01635-2 Substitutions and
Product Options
5. CONTRACTOR's Option:
a. For products specified only by reference standards, select any
product meeting standards by any manufacturer, indicate selected
type in submission.
b. For products specified by naming several products or manufacturers,
select any product and manufacturer named, indicate selected type in
submission.
C. For products specified by naming one or more products, but
indicating option of selecting equivalent products by stating "or
equivalent" after specified product, CONTRACTOR must submit
request, as required for substitution, for any product not specifically
named.
6. Rejection of Substitution or Optional Item:
a. Substitutions and/or options will not be considered if.
1) They are indicated or implied on shop drawings, or project
data submittals, without formal request submitted in
accordance with this section.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01635-3 Substitutions and
Product Options
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Robert Benson Dam 01635-4 Substitutions and
Product Options
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) and
other provisions of the Contract Documents as indicated below.
SC-4.2 Subsurface and Physical Conditions:
A. Add the following language to paragraph 4.2.1 of the General Conditions.
4.2.1.1.1 The following reports of exploration and tests of subsurface conditions at
the site of the Work:
Geotechmcal Investigation Fairport Dam and Robert Benson reservoir, Fort Collins,
Colorado by MFG, December 19, 2005
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.
B. 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:
None
SC-5.4.7 Additional Insureds
A. The City of Fort Collins and Anderson Consulting Engineers, Inc, shall be included as
additionally insured on the Certificate of Insurance.
SC-5.4.8 Limits of liability
A. Add the following language at the end of paragraph 5.4.8.
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 - $100,0001$100,0001$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.
Section 00800 Page 1
SECTION 01650
MATERIAL DELIVERY, STORAGE,
AND HANDLING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Equipment, products and materials shall be shipped, handled, stored, and installed in
ways which will prevent damage to the items. Damaged items will not be permitted
as part of the work except in cases of minor damage that have been satisfactorily
repaired and are acceptable to the ENGINEER.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01650-1 Material Delivery,
Storage, and Handling
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Robert Benson Dam 01650-2 Material Delivery,
Storage, and Handling
SECTION 01710
SITE CONDITIONS
PART1 GENERAL
1.01 SECTION INCLUDES
A. General:
The CONTRACTOR acknowledges that he has satisfied himself as to the nature
and location of the work, the general and local conditions, particularly those
bearing upon access to the site; handling, storage, and disposal of materials;
availability of water, electricity and roads; uncertainties of weather, river stages,
water flow rates and levels in irrigation ditches and canals or similar physical
conditions at the site, the conformation and conditions of the ground; the
equipment and facilities needed preliminary to and during the execution of the
work; and all other matters which can in any way affect the work or the cost
thereof under this Contract.
2. The CONTRACTOR further acknowledges that he has satisfied himself as to the
character, quality and quantity of surface and subsurface materials to be
encountered from his inspection of the site and from reviewing any available
records of exploratory work famished by the OWNER or included in these
Documents. Failure by the CONTRACTOR to acquaint himself with the
physical conditions of the site and all the available information will not relieve
him from responsibility for properly estimating the difficulty or cost of
successfully performing the work
3. The CONTRACTOR warrants that as a result of his examination and
investigation of all the aforesaid data that he can perform the work in a good and
workmanlike manner and to the satisfaction of the OWNER. The OWNER
assumes no responsibility for any representations made by any of its officers or
agents during or prior to the execution of this Contract, unless (1) such
representations are expressly stated in the Contract, and (2) the Contract
expressly provides that the responsibility therefore is assumed by the OWNER.
PART PRODUCTS
2.01 INFORMATION ON SITE CONDITIONS
A. Any information obtained by the ENGINEER regarding site conditions, subsurface
information, groundwater elevations, existing construction of site facilities, and similar
data will be available for inspection, as applicable, at the office of the ENGINEER upon
request. Such information is offered as supplementary information only. Neither the
ENGINEER nor the OWNER assumes any responsibility for the completeness or
interpretation of such supplementary information.
Differing Subsurface Conditions:
a. In the event that the subsurface or latent physical conditions are found
materially different from those indicated in these Documents, and
differing materially from those ordinarily encountered and generally
Robert Benson Dam 01710-1 Site Conditions
recognized as inherent in the character of work covered in these
Contract Documents, the CONTRACTOR shall promptly, and before
such conditions are disturbed, notify the ENGINEER in writing of such
changed conditions.
b. The ENGINEER will investigate such conditions promptly and
following this investigation, the CONTRACTOR shall proceed with the
work, unless otherwise instructed by the ENGINEER. If the
ENGINEER finds that such conditions do so materially differ and cause
an increase or decrease in the cost of or in the time required for
performing the work, the ENGINEER will recommend to the OWNER
the amount of adjustment in cost and.time he considers reasonable. The
OWNER will make the final decision on all Change Orders to the
Contract regarding any adjustment in cost or time for completion.
2. Underground Utilities:
a. Known utilities and structures adjacent to or encountered in the work are
shown on -the Drawings. The locations shown are taken from existing
records and the best information available from existing utility plans,
however, it is .expected that there may be some discrepancies and
omissions in the locations and quantities of utilities and structures
shown. Those shown are for the convenience of the CONTRACTOR
only, and no responsibility is assumed by either the OWNER or the
ENGINEER for their accuracy or completeness.
PART 3 EXECUTION
A. Where the CONTRACTOR'S operations could cause damage or inconvenience to
railway; telegraph, telephone, television, oil, gas, electricity, water, sewer, or irrigation
systems, the operations shall be suspended until all arrangements necessary for the
protection of these utilities and services have been made by the CONTRACTOR.
B. Notify all utility offices which are affected by the construction operation at least 48 hours
inadvance. Under no circumstances expose anyutilitywithoutfirst obtaining permission
from the appropriate agency. Once pemrission has been granted, locate, expose, and
provide temporary support for all existing underground utilities.
C. The CONTRACTOR shall protect all utility poles from damage. If interfering power
poles, telephonepoles, guy wires, or anchors are encountered, notify the ENGINEER and
the appropriate utility company at least 48 hours in advance of construction operations to
permit the necessary arrangements for protection or relocation ofthe interfering structure.
D. The CONTRACTOR shall be solely and directly responsible to the owner and operators
of such properties for any damage, injury, expense, loss, inconvenience, delay, suits,
actions, or claims of any character brought because of any injuries or damage which may
result from the construction operations under this Contract.
E. Neither the OWNER nor its officers or agents shall be responsible to the
CONTRACTOR for damages. as a result of the CONTRACTOR's failure to protect
Robert Benson Dam 01710-2 Site Conditions
utilities encountered in the work-
F. If the CONTRACTOR while performing the Contract discovers utility facilities not
identified in the Drawings or Specifications, he shall immediately notify the OWNER,
utility, and the ENGINEER in writing.
G. In the event of interruption to domestic water, sewer, storm drain, or other utility services
as a result of accidental breakage due to construction operations, promptly notify the
proper authority. Cooperate with said authority in the restoration of service as promptly
as possible and bear all costs of repair.
H. The CONTRACTOR shall replace, at his own expense, any and all other existing utilities
or structures removed or damaged during construction, unless otherwise provided for in
these Contract Documents or ordered by the ENGINEER.
3.02 INTERFERING STRUCTURES
A. The CONTRACTOR shall take necessary precautions to prevent damage to existing
structures whether on the surface, aboveground, or underground. An attempt has been
made to show major structures on the Drawings. The completeness and accuracy cannot
be guaranteed, and it is presented simply as a guide to avoid known possible difficulties.
3.03 FIELD RELOCATION
A. During the progress of construction, it is expected that minor relocations of the work will
be necessary. Such relocations shall be made only by direction of the ENGINEER. If
existing structures are encountered that prevent the construction, and that are not properly
shown on the Drawings, notify the ENGINEER before continuing with the construction
in order that the ENGINEER may make such field revision as necessary to avoid conflict
with the existing structures. If the CONTRACTOR shall fail to so notifythe ENGINEER
when an existing structure is encountered, and shall proceed with the construction despite
the interference, he shall do so at his own risk.
3.04 EASEMENTS
A. Where portions of the work are located on public or private property, easements and
permits will be obtained by the OWNER. Easements will provide for the use of the
property for construction purposes to the extent indicated on the easements. Copies of
these easements and permits are available upon request to the OWNER. It shall be the
CONTRACTOR's responsibility to determine the adequacy of the easement obtained in
every case and to abide by all requirements and provisions of the easement. The
CONTRACTOR shall confine his construction operations to within the easement limits
or make special arrangements with the property owners or appropriate public agency for
the additional area required. Any damage to property, either inside or outside the limits
of the easements provided by the OWNER, shall be the responsibility of the
CONTRACTOR as specified herein. The CONTRACTOR shall remove, protect, and
replace all fences or other items encountered on public or private property. Before final
payment will be authorized by the ENGINEER, the CONTRACTOR will be required to
furnish the OWNER with written releases from property owners or public agencies where
side agreements or special easements have been made by the CONTRACTOR or where
the CONTRACTOR's operations, for any reason, have not been kept within the
construction right-of-way obtained by the OWNER.
Robert Benson Dam 01710-3 Site Conditions
B. It is anticipated that the required easements and permits will be obtained before
construction is started. However, should the procurement of any easement or permit be
delayed, the CONTRACTOR shall schedule and perform the work around these areas
until such a time as the easement or permit has been secured.
3.05 LAND MONUMENTS
A. The CONTRACTOR shall.notify the ENGINEER of any existing Federal, State, City,
County, and private land monuments encountered. Private monuments shall be
preserved, or replaced by a licensed surveyor at the CONTRACTOR's expense. When
Government monuments are encountered, the CONTRACTOR shall notify the
ENGINEER at least two (2) weeks in advance of the proposed construction in order that
the ENGINEER will have ample opportunity to notify the proper authority and reference
these monuments for later replacement.
END OF SECTION
Robert Benson Dam 01710-4 Site Conditions
SECTION 01715
TREE, LANDSCAPE, VEGETATION, AND WETLAND PROTECTION
PART1 GENERAL
1.01 SECTION INCLUDES
A. The work for this section consists of protecting existing trees, landscape, wetlands and
adjacent vegetation. The CONTRACTOR must take special care to avoid damaging
existing trees and vegetation in areas that do not need to be disturbed to complete
construction.
PART 2 PRODUCTS (Not Applicable)
PART EXECUTION
3.01 SUBMITTAL REQUIREMENTS
A. The CONTRACTOR shall submit a plan for on -site haul of materials prior to
construction. The plans shall include points of access to and from the site and shall show
a workable system of on -site haul routes that protect existing landscaped and wetland
areas. This plan shall be submitted to the ENGINEER for his review and comment prior
to the commencement of any work. The plan will be discussed with the CONTRACTOR
to insure protection of existing vegetation, but the ENGINEER shall not dictate haul
routes or construction methods to the CONTRACTOR. Note that the Natural Resources
Department may dictate haul routes within the city designated Natural area.
3.02 CONSTRUCTION REQUIREMENTS
A. Protected areas will be marked in the field, one time, by the OWNER and ENGINEER.
No access of construction vehicles or workers on foot is permitted through protected
areas. No material shall be stockpiled; no equipment shall be parked or repaired within
these areas.
B. Trees and vegetation to be saved that do not fall within the limits ofprotected areas shall
be marked one time in the field by the OWNER and ENGINEER. The CONTRACTOR
shall erect fencing ifthere is risk of damage caused by construction operations. Vehicular
and pedestrian traffic shall be limited to performing work in areas marked. Through
traffic, and stock piling of equipment and materials are not permitted within marked
areas.
C. No construction roads are to be created within the drop lines of any trees or other
vegetation designated to be saved without approval of the ENGINEER.
D. All trees which will be preserved, but are within the limits of construction, must be
protected from all damage associated with construction. A sturdy, physical barrier
(florescent orange in color) must be fixed in place around each tree for the duration of
construction. This barrier will be placed no closer than 6 feet from the trunk, or the drip
line, whichever is greater. The barrier itself must be fixed so it cannot be moved easily,
but the material can be flexible, such as orange snow fence attached to T-posts driven into
the ground, and must act as an effective deterrent to deliberate or accidental damage of
each tree. Actual materials and location of barrier must be approved by the OWNER's
Robert Benson Dam 01715-1 Tree, Landscape, Vegetation,
and Wetland Protection
representatives (i.e. Natural Resources and City Forester) and ENGINEER.The cost of
these tree protection measures are to be bome solely by the CONTRACTOR.
E. The movement or storage of equipment, material, debris, or fill within these required
protective barriers is completely prohibited.
F. Any trees damaged during construction shall be immediatelyrepaired by an approved tree
surgeon. Any tree judged by the ENGINEER to be damaged beyond repair shall be
removed at the CONTRACTOR's expense. For each tree erroneously removed or
damaged beyond repair, an assessment shall be immediately withheld from the
CONTRACTOR's progress payments. This assessment shall be equal to the value ofthe
tree prior to damage. This assessment shall be determined by a tree appraiser, selected by
the OWNER and paid for by the CONTRACTOR. The cost for hiring the appraiser shall
also be withheld from the CONTRACTOR's progress payments.
In addition to the paying of the assessment, the CONTRACTOR shall replace each
damaged tree per OWNER'S standards for tree mitigation.
G. The CONTRACTOR shall pay an assessment if he disturbs any grasses, shrubs and/or
cattails located within the:protected areas. The assessment shall not exceed one dollar
($1.00) per square foot of disturbance, and will be immediately withheld from the
CONTRACTOR's progress payments.
In addition to the paying of the assessment, the damaged vegetation shall be replaced with
an equal value per square foot of damage. Replacements shall be planted in accordance
with the provisions outlined in these Specifications. Damaged wetland areas shall be
replaced and then seeded with a wetland seed mix in accordance with these Specifications
or as directed by the ENGINEER.
END OF SECTION
Robert Benson Dam 01715-2 Tree, Landscape, Vegetation,
and Wetland Protection
SECTION 01720
FIELD ENGINEERING AND SURVEYING
PART GENERAL
1.01 SECTION INCLUDES
A. Surveying:
The CONTRACTOR will provide construction surveying for the project.
The CONTRACTOR shall protect all survey monuments and construction
stakes. If it is unavoidable to remove a survey monument or construction
stakes, the CONTRACTOR is responsible for notifying the Surveyor and
allowing enough time for the monuments or stakes to be relocated. The
CONTRACTOR will be responsible for the cost of restaking constriction
stakes and for the cost of reestablishing a destroyed monument.
6. The CONTRACTOR shall be responsible for transferring the information
from the construction staked to any necessary forms and for constructing all
pipelines, drainage ways, pavements, inlets, walls, and other structures in
accordance with the information on the stakes and grade sheets supplied by
the OWNER.
B. Supervision: The CONTRACTOR shall have supervision, knowledge of the project
requirements and proper installation, and construction procedures, available in the
field at all times that work is progressing.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
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Robert Benson Dam 01720-1 Field Engineering
and Surveying
SECTION 01745
ENVIRONMENTAL CONTROLS
PART1 GENERAL
1.01 SECTION INCLUDES
A. The work of this section consists of obtaining permits and providing environmental
controls consistent with regulatory permits through the duration of the work required
under this project.
PART PRODUCTS
2.01 MATERIALS
A. Dust Control: Dust control agents may be necessary in addition to wetting down
with water. Dust control agents may be used only after prior approval by the
OWNER.
PART EXECUTION
3,01 Dust Control Application:
A. The CONTRACTOR shall execute work by methods to minimize raising dust from
construction operations.
B. The CONTRACTOR shall provide and apply dust control at all times, including
evenings, holidays and weekends, as required to abate dust nuisance on and about the
site that is a direct result of construction activities. The use of non -approved
chemicals, oil, or similar palliatives will not be allowed. Dust control agents may be
used only after prior approval of the OWNER. The CONTRACTOR shall be
required to provide sufficient quantities of equipment and personnel for dust control
sufficient to prevent dust nuisance on and about the site.
C. The OWNER will have authority to order dust control work whenever in its opinion
it is required, and there shall be no additional cost to the OWNER. The
CONTRACTOR shall be expected to maintain dust control measures effectively
whether the OWNER or ENGINEER specifically orders such Work
3,02 PRESERVATION OF NATURAL FEATURES
A. Confine operations as much as possible. Exercise special care to maintain natural
surroundings in an undamaged condition. Within the work limits, barricade trees,
rock outcroppings, and natural features to be preserved.
3.03 HOUSEKEEPING
A. Keep project neat, orderly, and in a safe condition at all times. Store and use
equipment, tools, and materials in a manner that does not present a hazard.
RobertBenson Dam 01745-1 Environmental Controls
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).
END OF SECTION
Section 00800 Page 2
Immediately remove all rubbish. Do not allow rubbish to accumulate. Provide on -
site containers for collection of rubbish and dispose of it at frequent intervals during
progress of work.
3.04 DISPOSAL
A. Disposal of Waste (Unsuitable) Materials: All material determined by the
ENGINEER to be waste will be disposed. of in approved landfill in a manner meeting
all regulations. Dispose of waste materials, legally, at pubfic or private dumping
areas. Do not bury wastes inside of the limits of construction. All costs for dump
fees, permits, etc., to be borne by the CONTRACTOR.
B. Disposal of Garbage and Other Construction Materials: Provide sanitary
containers/dumpsters and haul away contents such that no overflow exists.
C. Excess excavation shall become the.property of the CONTRACTOR and shall be
legally disposed of by him outside the limits of construction to an approved disposal
site. Excess excavated material suitable for back Ell shall not be disposed of until all
backfill operations are complete.
D. The CONTRACTOR is to immediately inform ENGINEER of any hazardous
materials encountered during construction. Dispose of waste materials legally at
private or public facilities.
3.05 BURNING
A. No burning of debris will be permitted,
3.06 WATER CONTROL
A- The project. work is located within a natural drainage course is. subject to periodic
flooding due to rainfall and snowmelt, flows for adjacent developed areas and storm
water pipes and ground water flows from saturated soils or other ground water
sources. Refer to Section 62240 for Water Control and Dewatering requirements.
3.07 NOISE CONTROL
A. All mechanical equipment shall be equipped with the best available mufflers to
reduce noise. The CONTRACTOR shall be responsible for obtaining any necessary
permits and shall limit noise to the permitted levels. Noise level monitoring shall be
performed by the CONTRACTOR as necessary to show that the permitted levels are
not being exceeded.
3.08 PERMITS
A. All work must be performed in accordance with all applicable regulatory permits.
It shall be the responsibility of the CONTRACTOR to obtain a Groundwater
Discharge (402) Permit from the Colorado Department of Public Health and
Environment for any dewatering operations that will be discharged into any .
Robert Benson Dam 01745-2 Environmental Controls
drainageways, open channels, or irrigation ditches. The CONTRACTOR shall be
responsible for any testing required under the 402 Permit.
It shall also be the responsibility of the CONTRACTOR to apply for and obtain a
State of Colorado Stormwater Discharge Permit and to prepare and gain approval of a
Stormwater Management Plan (SWMP). All costs for this permit shall be the
responsibility of the CONTRACTOR.
B. The OWNER will obtain the following permits:
404 permit
City of Fort Collins Floodplain Permit
C. It shall be the responsibility of the CONTRACTOR to prepare and obtain an
approved Erosion and Sediment Control Plan from the OWNER. The
CONTRACTOR must obtain all other applicable permits.
END OF SECTION
Robert Benson Dam 01745-3 Environmental Controls
THIS PAGE INTENTIONALLY LEFT BLANK
Robert Benson Dam 01745-4 Environmental Controls
SECTION 01780
CONTRACT CLOSEOUT
PART1 GENERAL
1.01 SECTION INCLUDES
A. The following project closeout procedure defines the responsibilities of the
CONTRACTOR, OWNER, and ENGINEER in closing the project:
Step 1: CONTRACTOR advises the ENGINEER in writing that he has reached
"Substantial Completion" and provides a list of items to be completed or corrected.
Closeout may be conducted by areas or portions of the work if requested by the
OWNER
Step 2: ENGINEER inspects the work to determine if it is substantially complete,
and issues a Certificate of Substantial Completion plus a "Punch List" of items to be
completed or corrected.
Substantial Completion - Definition
1. Reference General Conditions, Substantial Completion
Step 3: CONTRACTOR completes and/or corrects all punch list items and notifies
the ENGINEER in writing that his work is ready for final inspection. At this time, a
final application for payment is submitted.
Step 4: ENGINEER makes final inspection. When the work is found to be
acceptable under the Contract Documents, and the Contract fully performed, the
ENGINEER will issue a final Certificate for Payment.
B. Final Paperwork
Prior to Final Payment and Acceptance, the CONTRACTOR shall deliver the
following items to the ENGINEER:
1. CONTRACTOR's Two -Year Correction Period.
2. All Guarantees, Warranties and Submittals, as specified.
3. Receipts for Extra Materials Delivered to the OWNER.
4. Final Application for Payment.
5. Consent of Surety to Final Payment.
6, CONTRACTOR's Affidavit of Release of Liens.
7. Releases from Property Owners for Special Easements.
8. Project Record Documents.
Robert Benson Dam 01780-1 Contract Closeout
9. Red -lined as -built drawings (a.k.a. "Drawings of Record" or "Record
Drawings").
C. Definition for Substantial Completion
1. All of the following work must be complete:
a. North and South spills complete including concrete sills, concrete
block revetment mats, and backfilling,
b. All cut/fill work along the top of the berm at both spill locations
complete.
C. All final grading complete at the borrow sites.
d. All buried riprap in place, and all ground preparation complete.
D. Definition for Final Completion
1. All Work must be complete for Final Completion.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Robert Benson Dam 01780-2 Contract Closeout
No Text
DIVISION 2 — SITE WORK
SECTION 02220
REMOVAL OF STRUCTURES AND
OBSTRUCTIONS
SECTION 02230
CLEARING AND GRUBBING
SECTION 02235
NATIVE SOIL
SECTION 02240
WATER CONTROL AND DEWATERING
SECTION 02315
EXCAVATION AND EMBANKMENT
SECTION 02320
TRENCH EXCAVATION AND BACKFILL
SECTION 02370
EROSION AND SEDIMENT CONTROL
SECTION 02375
RIPRAP AND BEDDING
SECTION 02615
STEEL PIPE
SECTION 02710
AGGREGATE BASE COURSE
SECTION 02770
SIDEWALK, CURB AND GUTTER,WALKS,
TRAILS, DRIVEWAYS AND MISCELLANEOUS
CONCRETE
SECTION 02900
LANDSCAPE PLANTING
SECTION 02920
GRASSES
SECTION 02921
GROUND PREPARATION FOR SEEDING
Robert Benson Dam
No Text
SECTION 02220
REMOVAL OF STRUCTURES AND OBSTRUCTIONS
PART1 GENERAL
1.01 SECTION INCLUDES
A. This work consists of the removal and disposal of trees, slope and ditch protection,
pump station structure, footings, abandoned piping, conduits and direct bury cable,
abandoned utility services, curb, gutter, pipes, sidewalk, appurtenances, fences,
foundations, pavements, pavement markings, and any other obstructions that are not
designated or permitted to remain. It shall also include salvaging, stockpiling and
loading salvable materials, sandblasting, plugging structures, cleaning culverts, and
sawing and cutting to facilitate controlled breaking and removal of concrete and
asphalt to a neat line. Except in areas to be excavated, the resulting trenches, holes,
and pits shall be backfilled.
B. Materials removed and not designated to be salvaged or incorporated into the work
shall become the property of the CONTRACTOR.
C. Materials removed and designated to be salvaged shall become the property of the
OWNER.
1.02 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
B. Section 02315 — Excavation and Embankment
PART 2 PRODUCTS (Not Applicable)
PART EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. General: The CONTRACTOR shall raze, remove, and dispose of all structures and
obstructions which are identified on the project, except utilities, structures and
obstructions removed under other contractual agreements or as otherwise provided
for in the Contract Documents, and salvable material designed to remain the property
of the OWNER.
Prior to removing structures the CONTRACTOR is responsible for having all utilities
disconnected and for all expenses associated with disconnecting and abandoning
utility service lines. Payment for any utility disconnection shall be included in the
unit price for structure removal.
The CONTRACTOR and ENGINEER shall field measure and agree upon the
quantity to be removed before the work commences. Should the CONTRACTOR
Robert Benson Dam 02220-1 Removal of Structures
and Obstructions
fail to request the ENGINEER to measure any work, the CONTRACTOR will not be
compensated for materials that were not measured by the ENGINEER.
The accepted quantities will be paid for at the contract unit price. Saw cutting,
excavation, backfill, haul disposal, and stockpiling of materials will not be measured
and paid for separately. This cost shall be included in the unit price for each bid
item.
B. Salvable Material:, All salvable material designated in the Contract or by the
ENGINEER to remain the property of the OWNER shall be removed without
damage, in sections or pieces which may be readily transported, and shall be
stockpiled by the CONTRACTOR at specified locations within the project limits.
The CONTRACTOR shall safeguard, salvable materials and shall be responsible for
the expense of repairing or replacing damaged or missing material until it is
incorporated into the work, or is loaded onto the OWNER's equipment by the
CONTRACTOR.
C. Sims: Removal of signs shall include removal of posts, footings, pedestals, sign
panels, and brackets. Concrete adhering to salvable sign posts shall be removed.
Removal of sign panel shall include removal of the panel and its attachment hardware
from the existing installation and adjusting the spacing of the remaining panels.
D. Pavements. Sidewalks, and Curbs: All pavements, sidewalks, structures, curbs,
gutters, etc., designated for removal, shall be disposed of off -site by the
CONTRACTOR at his expense..Sawing of concrete and asphalt shall be done to a
true line, with a vertical face, unless otherwise specified. The minimum depth of a
saw cut shall be 2 inches. For reinforced concrete, the minimum depth shall be 2
inches, or to the depth of the reinforcing steel, whichever occurs first. Sections of
concrete or asphalt which, due to the CONTRACTOR'S negligent .operations, crack
or break beyond the limits of construction, shall be saw out, removed and replaced at
the CONTRACTOR'S expense. The limit and responsibility of the repair will be
determined by the ENGINEER. All saw cutting associated with removal items shall
be considered incidental to the work and will not be measured or paid for separately
under this item.
END OF SECTION
Robert Benson Dam 02220-2 Removal of Structures
and Obstructions
SECTION 00900
ADDENDA, MODIFICATIONS, AND PAYMENT
00950 Contract Change Order
00960 Application for Payment
PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 02220-3 Removal of Structures
and Obstructions
SECTION 02230
CLEARING AND GRUBBING
PART GENERAL
1.01 SECTION INCLUDES
A. This work consists of clearing, grubbing, removing, and disposing of vegetation and
debris within the limits of the project site as shown on the Drawings and as required
by the Work. Vegetation and objects designated to remain shall be preserved free
from injury or defacement.
1.02 RELATED SECTIONS
A. Section 02315 - Excavation and Embankment
PART 2 PRODUCTS (Not Applicable)
PART 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 OWATER, 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'backtilled 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. All trimming shall be done in accordance with good tree
surgery practices. The maximum tree diameter included for removal in this section
shall be 12 inches.
The CONTRACTOR shall scalp the areas within the excavation or embanlanent
grading limits. Scalping shall include the removal from the ground surface of
sawdust, and other vegetation matter.
END OF SECTION
Robert Benson Dam 02230-1 Clearing and Grubbing
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Robert Benson Dam 02230-2 Clearing and Grubbing
SECTION 02235
NATIVE SOIL
PART1 GENERAL
1.01 SECTION INCLUDES
A. This work consists of stripping, salvaging and stockpiling native soil, and excavating
suitable native soil from stockpiles, contractor sources, available sources, or from the
approved natural ground cover to place on designated areas. It shall include the placing
of native soil upon constructed cut and fill slopes after grading operations are
completed.
1.02 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
B. Section 02315 — Excavation and Embankment
PART2 PRODUCTS
2.01 MATERIALS
A. Native soil shall consist of loose friable loam free of subsoil, refuse, stumps, roots,
rocks, brush, weeds, heavy clay, hard clods, toxic substances, or other material which
would be detrimental to its use on the project. Native soil shall consist of natural on -
site ground cover or hauled material from off -site sources.
Wetland native soil material shall consist of moist organic soil, including any existing
wetland vegetation and seeds, to be excavated from areas as directed by the
ENGINEER or OWNER -
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. Native soil within the limits of the project shall be salvaged prior to beginning hauling,
excavating, or fill operations by excavating and stockpiling the material at designated
locations in a manner that will minimize sediment damage, and not obstruct natural
drainage. Native soil shall be placed directly upon completed cut and fill slopes
whenever conditions and the progress of construction will permit.
B. No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be
protected from sediment transport by surface roughening, watering, and perimeter silt
fencing. Any soil stockpile remaining after 30 days shall be seeded and mulched.
C. Native soil shall be placed at locations and to the thickness provided in the Contract
Documents and shall be keyed to the underlying material by the use of barrows, rollers,
or other suitable equipment.
Robert Benson Dam 02235-1 Native Soil
D. Water shall be applied to the native soil as designated in the Contract Documents, in a
fine spray by nozzles or spray bars so the native soil areas will not be washed or
eroded.
E. Salvaged native soil exceeding the quantity required under the Contract shall be
disposed of at the CONTRACTOR's expense.
F. Wetland native soil material shall be excavated from designated areas to a minimum
depth of 18 inches, or as otherwise designated. The CONTRACTOR shall prepare the
relocation site to elevations specified and approved by the ENGINEER prior to
excavating the wetlands. If the ENGINEER determines that this is not possible, then
the CONTRACTOR shall stockpile the material in an approved area, to remain
undisturbed until the relocation site has been prepared. Storage time within the
stockpile shall be as short as possible. If deemed necessary by the ENGINEER, the
stockpile will be protected in such a manner to preserve the wetland seed bank.
Wetland native soil material shall be placed over the prepared relocation areas to a
depth of 18 inches, or as otherwise designated.
END OF SECTION
Robert Benson Dam 02235-2 Native Soil
SECTION 02240
WATER CONTROL AND DEWATERING
PART1 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 cost for this excavation and bacldilling shall be included in
the Construction Dewatering bid item.
The CONTRACTOR shall conduct his operation in such a manner that storm or other
waters may proceed uninterrupted along their existing drainage courses. By submitting
a bid, the CONTRACTOR acknowledges that he has investigated the risk arising from
such waters and has prepared his bid accordingly, and assumes all of said risk.
At no time during construction shall the CONTRACTOR affect existing surface or
subsurface drainage patterns of adjacent property. Any damage to adjacent property
resulting from the CONTRACTOR's alteration of surface or subsurface drainage
patterns shall be repaired by the CONTRACTOR at no additional cost to the OWNER.
CONTRACTOR shall remove all temporary water control facilities when they are no
longer needed or at the completion of the project.
Robert Benson Dam 02240-1 Water Control and Dewatering
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 bacl�lled.
Disturbance of foundation subgrade by CONTRACTOR operations shall not be
considered as originally unsuitable foundation subgrade and shall be repaired at
CONTRACTOR's expense.
Any temporary dewatering, trenches or well points shall be restored following
dewatering operations to reduce permeability in those areas as approved by the
ENGINEER.
CONTRACTOR is to restore any areas disturbed by the dewatering operations to
their original condition.
Robert Benson Dam 0224M Water Control and Dewatering
D. Contaminated Groundwater Control: CONTRACTOR shall not discharge
contaminated water exceeding local, State and/or Federal limits to above ground
channels or watercourses.
END OF SECTION
Robert Benson Dam 02240-3 Water Control and Dewatering
THIS PAGE INTENTIONALLY LEFT BLANK.
Robert Benson Dam 02240-4 Water Control and Dewatermg
SECTION 02315
EXCAVATION AND EMBANKMENT
PART GENERAL
1.01 SECTION INCLUDES
A. This work shall consist of excavation, embankment fill, disposal of excess material,
shaping, and compaction of all material encountered within the limits of work,
including excavation and backfill for structures. The excavation shall include, but is
not limited to, the native soils which must be excavated for the project work. All work
shall be completed in accordance with these Specifications and the lines and grades on
the Drawings.
1.02 DEFINITIONS
A. Unclassified Excavation shall consist of the excavation of all materials on site to final
grades, excluding the bid items included in Section 02220. Excavation of unsuitable
material will only be paid for if it is found to be unsuitable in its original state.
B. Muck Excavation shall consist of the removal and disposal of mixtures of soils and
organic matter not suitable for foundation material and replacement with approved
material. Material damaged due to rain or weather will not be paid for as Muck
excavation and is entirely the responsibility of the CONTRACTOR.
C. Rock Excavation shall consist of igneous, metamorphic and sedimentary rock which
cannot be excavated without the use of rippers, and all boulders or other detached
stones each having a volume of 1/2 cubic yard or more, as determined by physical or
visual measurement. It shall also include replacement with approved material as
required.
D. Embankment (Complete in Place): shall consist of placing all excavated material,
except material being hauled and disposed, as embankment and compacted to final
grades as specified in the Contract Documents and on the Drawings.
1.03 DESCRIPTION
A. This work shall consist of excavation, disposal, placement, and compaction of all
material encountered within the limits of the work, and not being completed under
some other item, necessary for the construction of the project in accordance with the
Specifications and the lines, grades, and typical cross -sections shown on the
Drawings. All excavation will be classified, "unclassified excavation", or "muck
excavation" or "rock excavation", as hereafter described. All embankment will be
classified "embankment material" as hereafter described.
1.04 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
B. Section 02240 — Water Control and Dewatering
Robert Benson Dam 02315-1 Excavation and Embankment
CHANGE ORDER NO
PROJECT TITLE ROBERT BENSON RESERVOIR DAM IMPROVEMENTS
CONTRACTOR
PROJECT NUMBER
DESCRIPTION
1 Reason for change
2 Description of Change
3 Change in Contract Cost
4 Change in Contract Tune
ORIGINAL CONTRACT COST
$ 0 00
TOTAL APPROVED CHANGE ORDER
000
TOTAL PENDING CHANGE ORDER
000
TOTAL THIS CHANGE ORDER
000
TOTAL % OF THIS CHANGE ORDER
TOTAL C O % OF ORIGNINAL CONTRACT
ADJUSTED CONTRACT COST
$ 0 00
(Assigning all change orders W2myed)
ACCEPTED BY DATE
Contractor's Representative
ACCEPTED BY
Project Manager
REVIEWED BY _
Title
DATE
DATE
APPROVED BY DATE
Title
APPROVED BY DATE
Purchasing Agent over $15 000
cc City Clerk Project File Engineer
Contractor Architect Purchasing
Section 00950 Page 1
1.05 QUALITY ASSURANCE
A. Final topography and/or cross -sections will be surveyed of areas that are to finished
grade and compared to the design section for accuracy. Final grade shall match
design grades within the tolerances discussed in PART 3 EXECUTION.
PART PRODUCTS
2.01 MATERIALS
A. Embankment material may consist of approved material acquired from excavations
or material hauled from outside the project limits: Suitable material identified on -site
shall be used fast for embankments and backfill. Excess excavated native soils which
are not used as embankment or backfill shall become the property of the
CONTRACTOR and shall be disposed of off -site by the CONTRACTOR, in a
location acceptable to the ENGINEER.
B. Muck excavation encountered in all areas shall also include the replacement of
excavated muck with uniformly graded rock, riprap, on -site or imported soils, or
other material whichever is most suitable for the specific situation encountered. The
ENGINEER will determine which type of aggregate or other material which shall be
used after observing the specific site conditions.
PART 3 EXECUTION
3.01 GENERAL EXCAVATION/EMBANKMENT
A. General: The excavation and embankment for the project work shall be finished to
reasonably smooth and uniform surfaces. Variation from the subgrade plane shall not
be more than .08 feet in soil or more than .08 feet above or .50 below in rock. Where
bituminous or concrete surfacing materials are to be placed directly on the subgrade,
the subgrade plane shall not vary more than 0.04 feet. Materials shall not be wasted
without permission of the ENGINEER. Excavation operations shall be conducted so
that material outside of the limits of slopes will not be disturbed. Prior to beginning
grading operations in any area, all necessary clearing and grubbing in that area shall
have been performed in accordance with Section 02230 of these Specifications.
When the CONTRACTOR's excavating operations encounter remains of pre -historic
people's dwelling sites or artifacts of historical or archaeological significance, the
operations, shall be temporarily discontinued. The ENGINEER will contact
archaeological authorities to determine the disposition thereof. When directed, the
CONTRACTOR shall excavate the site in such a manner as to preserve the artifacts
encountered and shall remove them for delivery to the custody of the proper state
authorities. Such excavation will be considered and paid for as extra work.
B. Excavation:
Unclassified: All excess suitable material excavated from the project site
and not used for embankment shall be removed from the project site and
become the property of the CONTRACTOR. Where material encountered
Robert Benson Dam 02315-2 Excavation and Embankment
within the limit of the work is considered unsuitable for embankment (fills)
on any portion of this project work, such material shall be excavated as
directed by the ENGINEER and replaced with suitable fill material. All
unsuitable excavated material from excavation consisting of any type of
debris (surface or buried), excavated rock, bedrock or rocks larger than 6
inches in diameter and boulders shall be hauled from the project site and
disposed of Debris is defined as "anything that is not earth which exists at
the job site".
Muck: Where excavation to the finished grade section results in a subgrade
or slopes of unsuitable soil, the ENGINEER may require the
CONTRACTOR to remove the unsuitable materials and backfill to the
finished graded section with approved material. Disposal of the material
shall be at the CONTRACTOR'S expense.
Good surface drainage shall be provided around all permanent cuts to direct
surface runoff away from the cut face.
3. Rock: Unless otherwise specified, rock shall be excavated to a minimum
depth of 0.5 feet below subgrade within the limits of the channel area, and
the excavation shall be backfilled with material shown on the Drawings or as
designated by the ENGINEER. Disposal of material and replacement with
suitable approved material shall be at the CONTRACTOR's expense.
C. Embankment Construction: Embankment construction shall consist of constructing
all fill areas, including preparation of the areas upon which they are to be placed, and
the placing and compacting of embankment material in holes, pits and other
depressions within the project area. Only approved materials shall be used in the
construction of embankments and backfills.
Approved materials shall consist of clean on -site cohesive soils or approved imported
soils. On -site cohesive soils are suitable for use as compacted fill provided the
following recommendations are met:
Percent Finer by Weight
Gradation (ASTM C136)
'/z-Inch 100
3/8-Inch 70 —100
No. 4 Sieve 50 —100
No. 200 Sieve 60 (min)
• Liquid Limit 35 (max)
• Plasticity Index 20 (max)
• In -Situ Coefficient of Permeability lx10'6 cm/sec
Excavation and Embankment will only be paid when a significant change in grade is
required, as determined by the ENGINEER. Minor cuts and fills will be considered
incidental to the work, and will not be paid for separately under this section.
Robert Benson Dam 02315-3 Excavation and Embankment
Ou-site cohesive soils or imported soils should be placed and compacted in
horizontal lifts, using equipment and procedures that will produce recommended
moisture contents and densities throughout the lift and embankment height. Ou-site
or imported cohesive soils should be compacted within a moisture content range of
2% below, to 2% above optimum moisture content and compacted to 95% of the
Maximum Standard Proctor Density (ASTM D698).
When embankment is to be placed and compacted on hillsides, or when new
embankment is to be compacted against existing embankments, or when embankment
is built 1/2 width at a time, the slopes that are steeper than 4:1 when measured
longitudinally or at right angles to the adjacent ground shall be continuously benched
over those areas where it is required as the work is brought up in layers. Benching
shall be well keyed and where practical a minimum of 8 feet. Each horizontal cut
shall begin at the intersection of the original ground and the vertical sides of the
Previous cuts. Material thus cut out shall be recompacted along with the new
embankment material at the CONTRACTOR's expense.
The ground surface underlying all fills shall be carefully prepared by removing all
organic matter, scarification to a depth of 8 inches and recompacting to 95% of the
Maximum Standard Proctor. Density (ASTM D69.8) at optimum moisture content +
or - 2% prior to fill placement.
Embankment material shall be placed in horizontal layers not exceeding 8 inches
(loose measurement) and shall be compacted to 95% of the Maximum Standard
Proctor Density (ASTM D698) at optimum moisture content + or - 2%. Effective
spreading equipment shall be used on each lift to obtain uniform thickness prior to
compacting. As the compaction of each layer progresses, continuous leveling and
manipulating will be required to assure uniform density.
For embankments which serve as berms, the downstream portion shall be "keyed"
into the subsurface soils a minimum of 3 feet to enhance the stability of the slope.
Materials which are removed from excavations beneath the water table may be over
the optimum moisture content and will require that they be dried out prior to reusing
them.
Cross hauling or other action as appropriate will be ordered when necessary to insure
that the best available material is placed in critical areas of embankments, including
the top 2 feet of all embankments. No additional payment will be made for cross
hauling ordered by the ENGINEER.
Frozen materials shall not be used in construction of embankments.
During the construction of channels, the channel bottom shall be maintained in such
condition that it will be well drained at all times.
Excavation or Embankment (Fill), and Structural Backfill work either completed or
in a stage of completion that is either eroded or washed away or becomes unstable
due to either rains, snow, snow melt, channel flows or lack of proper water control
shall be either removed and replaced, recompacted or reshaped as directed by the
RobertBenson Dam 02315-4 Excavation and Embankment
ENGINEER and in accordance with the Drawings and Specifications at the
CONTRACTOR's sole expense. Removed unsuitable materials shall be hauled away
and disposed of at the CONTRACTOR's expense. Placing of replacement materials
for removed unsuitable materials shall be purchased, placed and compacted at the
CONTRACTOR' expense.
D. Proof rolling with a heavy rubber tired roller will be required, if designated on the
Drawings or when ordered by the ENGINEER. Proof rolling shall be done after
specified compaction has been obtained. Areas found to be weak and those areas
which failed shall be ripped, scarified, wetted if necessary, and recompacted to the
requirements for density and moisture at the CONTRACTOR's expense.
Proof rolling shall be done with equipment and in a manner acceptable to the
ENGINEER. Proof rolling as shown on the Drawings or as ordered by the
ENGINEER shall not be measured and paid for separately, but shall be included in
the unit prices bid for the work.
3.02 EXCAVATION AND BACKFILL FOR STRUCTURES
A. Poor foundation material for any of the work shall be removed, by the
CONTRACTOR, as directed by the ENGINEER. The CONTRACTOR will be
compensated for removal and replacement of such materials in accordance with
Muck Excavation.
The CONTRACTOR is cautioned that construction equipment may cause the natural
soils to pump or deform while performing excavation work inside and on footings,
structural floor slabs, or other structure foundation areas.
Foundation materials which are: a) saturated by either surface or subsurface flows
due to the lack of adequate water control or dewatering work by the
CONTRACTOR; b) frozen for any reason; or, c) that are disturbed by the
CONTRACTOR's work or caused to become unacceptable for foundation material
purposes by means of the CONTRACTOR's equipment, manpower, or methods of
work shall be removed and replaced by the CONTRACTOR at his expense.
Dewatering should not be conducted by pumping from inside footing, structural floor
slab, or other structure foundation limits. This may decrease the supporting capacity
of the soils.
Care should be taken when excavating the foundations to avoid disturbing the
supporting materials. Excavation by either hand or careful backhoe soil removal,
may be required in excavating the last few inches of material to obtain the subgrade
of any item of the concrete work.
Any over -excavated subgrades that are due to the CONTRACTOR's actions, shall be
brought back to subgrade elevations by the CONTRACTOR and at his expense in the
following manner:
Robert Benson Dam 02315-5 Excavation and Embanlanent
1. For over -excavations of 2 inches or less, either: Backfill and compact with
an approved granular materials; backfill with 1/2 inch crushed rock; or fill
within concrete at the time of the appurtenant structure concrete pour.
2. For over -excavations greater than 2 inches, backfill and compact with an
approved granular material.
All granular footings, structural floor slabs, or other structure areas shall be
compacted with a vibratory plate compactor prior to placement of concrete,
reinforcing, or bedding materials.
B. Backfill, and fill within 2 feet of and adjacent to all structures and for full height of
the walls, shall be selected non -swelling material. It shall be granular, well graded,
and free from stones larger than 3 inches. Material may be job excavated, but
selectivity will be required as determined by the ENGINEER. Refer to the Drawings
for job specific requirements. Stockpiled material, other than topsoil from the
excavation shall be used for backfilling unless an impervious structural backfill is
specified. The backfill material shall, consist of either clean on -site granular materials
free of stones larger than 3 inches in diameter with no more than 20% passing the No.
200 sieve, or equivalent imported materials. All backfill around the structures shall
be consolidated by mechanical tamping. The material shall be placed in 8-inch loose
lifts within a range of 2% above to 2% below the optimum moisture content and
compacted to 95% of Maximum Standard Proctor Density (ASTM D698) for
cohesive soils, or to 70% relative density for pervious material as determined by the
relative density of cohesionless soils test, ASTM D4253.
When specified on the Drawings or as required by the ENGINEER, Class I structural
backfill shall meet the following gradation requirements:
% by Weight Passing
Sieve Size
Square Mesh Sieves
2-Inch
100
No. 4
30 - 100
No. 50
10 — 60
No. 200
5 — 20
In addition, this material shall have a liquid limit not exceeding 35 and a plasticity
index of not over 6.
END OF SECTION
Robert Benson Dam 02315-6 Excavation and Embankment
SECTION 02320
TRENCH EXCAVATION AND BACKFILL
PART GENERAL
1.01 SECTION INCLUDES
A. This work shall consist of all labor, equipment and materials necessary for
excavation, trenching, and backfilling for utility lines and other related work.
1.02 RELATED WORK
A. Section 02240 — Water Control and Dewatering
B. Section 02315 - Excavation and Embankment
1.03 QUALITY ASSURANCE
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.
Trench bedding - 1 per 200 feet
2. Backfill - I per 200 feet
B. Backfill compaction tests will be performed until compaction meets or exceeds
requirements. The cost of "passing" tests will be paid by the OWNER_ Costs
associated with "failing" tests shall be paid by the CONTRACTOR.
Pipe bedding shall be tested prior to placement of backfill.
Testing of all bedding and backfill material shall be done in compliance with
OSHA - Excavations.
1.04 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.
Robert Benson Dam 02320-1 Trench Excavation
and Backfill
The CONTRACTOR shall be responsible for underpinning adjacent structures
which may be damaged by excavation work, including service utilities and pipe
chases.
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.
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 freefrom 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 storm pipe under construction shall not be used for dewatering.
PART PRODUCTS
2.01 MATERIALS
A. 'Material used as stabilization in locations where the CONTRACTOR has been
directed to muck excavate shall conform to the following "Foundation Material'
gradation(s). The material shall be uniformly graded %" or 1 %2" rock.
Robert Benson Dam 02320-2 Trench Excavation
and Backfill
19
CDOT #467
Sieve Size
2 1/2-Inch
2-Inch
1 1/2-Inch
1-Inch
%-Inch
3/8-Inch
No. 4
CDOT #67
Sieve Size
1-Inch
%-Inch
3/8-Inch
No, 4
No. 8
Bedding and Pipe Zone Materials:
Well -Graded Sand
Total Percent Passing
by Weight
100
90 - 100
35 - 70
10-30
0- 5
Total Percent Passing
by Weight
100
90 — 100
20-55
0-10
0- 5
Total Percent Passing
Sieve Size by Weieht
3/8 inch
100
No. 4
95 - 100
No.8
80-100
No. 16
50 - 85
No. 30
25 - 60
No. 50
10 - 30
No. 100
2 - 10
Squeegee Sand
Total Percent Passing
Sieve Size
by Weieht
3/8-Inch
100
No. 200
0-5
Robert Benson Dam 02320-3 Trench Excavation
and Backfill
CDOT #67
Total Percent Passing
Sieve Size by Weight
1-Inch
100
%-Inch
90 —100
3/8-Inch
20 — 55
No. 4
0 — 10
No. 8
0 - 5
Note: It will be the responsibility of the CONTRACTOR to locate material
meeting the Specifications, to test its ability to consolidate to at least
70% 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 D4253.
C. Backfill:
Backfill shall meet the following requirements:
Use only backfill for trenches which is free from rocks, large roots, other
vegetation or organic matter, and frozen material. No rocks greater than 3 inches
in diameter shall be allowed. Backfill material shall be suitable for future
pavement construction over all trenches.
D. Cut -Off Walls:
Sand Cut -Off Walls: Sand shall meet the requirements of ASTM C33
PART 3 EXECUTION
3.01 GENERAL
The following procedures shall be followed by the CONTRACTOR in sequencing his
work.
A. No more than 150 feet of trench shall be left open at any time. The entire trench
shall be backfilled to within 50 feet of the open trench upon conclusion of each
day's work. The trench shall not be backfilled until the pipe installation is
reviewed by the ENGINEER.
B. Trench shall be backfilled within 100 feet of the pipe installation at all times.
C. Clean-up shall be maintained within 400 feet of the trench excavation.
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
Robert Benson Dam 023204 Trench Excavation
and Backfill
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 muck excavation, 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 job site. 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 guarantee period.
C. The CONTRACTOR may perform such maintenance and correction by subcontract.
3.03 OBSTRUCTIONS AND DISPOSAL OF WASTE MATERIAL
The CONTRACTOR shall remove obstructions that do not require replacement from
within the trench or adjacent areas such as tree roots, stumps, abandoned piling, buildings
and concrete structures, frozen material, logs, and debris of all types without additional
compensation. The ENGINEER may, if requested, make changes in the trench alignment
to avoid major obstructions, if such alignment changes can be made within the work
limits without adversely affecting the intended function of the facility. Excavated
materials unsuitable for backfill or not required for backfill shall be disposed of in
accordance with local regulations.
3.04 TRENCH EXCAVATION
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 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 18
inches regardless of the type of pipe, type of soil, depth of excavation, or the method of
densifying the bedding and backfill.
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
Robert Benson Dam 02320-5 Trench Excavation
and Backfill