DDW-2024-006526

COTTONWOOD MUTUAL
WATER COMPANY

400,000 Gallon Upper Tank

TECHNICAL SPECIFICATIONS
March 2024

Prepared For:
Cottonwood Mutual Water Company

Prepared By:
BT Engineering

3-12-24
CMWC – 400,000 Gallon Upper Tank Table of Contents
TABLE OF CONTENTS

400,000 Gallon Upper Tank

Reference No. of
Number Title Pages

TECHNICAL SPECIFICATIONS

01 11 00 Summary of Work ........................................................................................................ 1
01 14 13 Site Access .............................................................................................................. 2
01 33 00 Submittal Procedures .................................................................................................... 4
01 35 00 Safety and Site Guidelines............................................................................................ 5
01 45 00 Quality Control and Materials Testing ......................................................................... 4
01 45 10 Testing Agency Services .............................................................................................. 3
01 50 00 Temporary Controls ...................................................................................................... 4
01 50 30 Protection of Existing Facilities ................................................................................... 5
01 52 00 Construction Facilities .................................................................................................. 3
01 71 13 Mobilization .................................................................................................................. 2
01 71 23 Construction Surveying ................................................................................................ 2
03 10 00 Concrete Formwork ...................................................................................................... 7
03 20 00 Concrete Reinforcement ............................................................................................... 5
03 25 30 Concrete Joints and Waterstops ................................................................................... 3
03 30 00 Cast-In-Place Concrete ............................................................................................... 22
05 05 10 Hot-Dip Galvanizing .................................................................................................... 1
05 50 00 Miscellaneous Metalwork ............................................................................................ 2
07 16 16 Xypex Admixture ......................................................................................................... 6
08 31 00 Access Hatches ............................................................................................................. 3
31 05 19 Geosynthetics ................................................................................................................ 5
31 05 21 PVC Liner ..................................................................................................................... 5
31 11 00 Clearing, Grubbing and Stripping ................................................................................ 2
31 22 00 Site Grading .................................................................................................................. 2
31 23 23 Excavation and Backfill for Structures ........................................................................ 4
31 41 00 Shoring .......................................................................................................................... 1
32 11 23 Road Base – Untreated Base Course ............................................................................ 3
32 90 00 Landscaping .................................................................................................................. 2
33 05 02 Trenching ...................................................................................................................... 6
33 10 00 Piping Materials and Components ............................................................................... 4
33 12 16 Water Valves and Accessories ..................................................................................... 4
33 16 16 Reinforced Concrete Water Storage Reservoir ............................................................ 6

APPENDIX A – Geostrata Geotechnical Report

END OF TABLE OF CONTENTS
CMWC – 400,000 Gallon Upper Tank 01 10 00-1

SECTION 01 10 00
SUMMARY OF WORK
PART 1 GENERAL
GENERAL
The work to be performed under this project shall consist of furnishing all labor,
materials, and equipment necessary or required to complete the work in all respects as
shown on the plans Drawings and as herein specified.
WORK COVERED BY CONTRACT DOCUMENTS
Construction of a new 400,000 gallon reinforced concrete tank along with all
appurtenances and piping shown within the plans.
CONTRACTOR USE OF PREMISES
CONTRACTOR's use of the project site shall be limited to its construction operations,
including on-site storage of materials, on-site fabrication facilities.
PROJECT SECURITY
CONTRACTOR shall make all necessary provisions to protect the project and
CONTRACTOR's facilities from fire, theft, and vandalism, and the public from
unnecessary exposure to injury.
CHANGES IN THE WORK
It is mutually understood that it is inherent in the nature of public works construction that
some changes in the plans and specifications may be necessary during the course of
construction to adjust them to unforeseen field conditions, and that it is of the essence of
the Contract to recognize a normal and expected margin of change. ENGINEER shall
have the right to make such changes, from time to time, in the plans, in the character if
the work, and in the scope of the project as may be necessary or desirable to ensure the
completion of the work in the most satisfactory manner without invalidating the Contract.

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 01 14 13-1
SECTION 01 14 13
SITE ACCESS
PART 1 HIGHWAY LIMITATIONS
A. The Contractor shall make its own investigation of the condition of available public and
private roads and of clearances, restrictions, bridge load limits, and other limitations
affecting transportation and ingress and egress to the site of the work. It shall be the
Contractor's responsibility to construct, maintain and restore, at his own expense, any
haul roads or staging areas required for his construction operations.

PART 2 TEMPORARY ACCESS
A. General. Wherever necessary or required for the convenience of the public or individual
residents at street or highway crossings, private driveways, or elsewhere, the Contractor
shall provide suitable temporary bridges over unfilled excavations, except in such cases
as the Contractor shall secure the written consent of the individuals or authorities
concerned to omit such temporary bridges, which written consent shall be delivered to the
Engineer prior to excavation. All such bridges shall be maintained in service until access
is provided across the backfilled excavation. Temporary bridges for street and highway
crossing shall conform to the requirements of the authority having jurisdiction in each
case, and the Contractor shall adopt designs furnished by said authority for such bridges,
or shall submit designs to said authority having jurisdiction in each case, and the
Contractor shall adopt designs furnished by said authority for such bridges, or shall
submit designs to said authority for approval, as may be required.

B. Street Use. Nothing herein shall be construed to entitled the Contractor to the exclusive
use of any public street, alley, way, or parking area during the performance of the work
hereunder, and he shall so conduct his operations as not to interfere unnecessarily with
the authorized work of utility companies or other agencies in such streets, alleys, ways, or
parking areas. No street shall be closed to the public without first obtaining permission
of the Engineer and proper governmental authority. Where excavation is being
performed in primary streets or highways, one lane in each direction shall be kept open to
traffic at all times unless otherwise provided or shown. Toe boards shall be provided to
retain excavated material if required by the Engineer or the agency having jurisdiction
over the street or highway. Fire hydrants on or adjacent to the work shall be kept
accessible to fire-fighting equipment at all times. Temporary provisions shall be made by
the Contractor to assure the use of sidewalks and the proper functioning of all gutters,
sewer inlets, and other drainage facilities.
CMWC – 400,000 Gallon Upper Tank 01 14 13-2

D. Street Closure. If closure of any street is required during construction, a formal
application for a street closure shall be made to the authority having jurisdiction at
least 30 days prior to the required street closure in order to determine necessary
signing and detour requirements.

E. Construction Through Private Property. The Owner will provide easement
agreements with private property owners along the construction routes.

The Contractor shall confine all his operation to the area within the easement
limits. In general, the easement area is intended to provide reasonable access and
working area for efficient operation by the Contractor.

If the Contractor desires to have additional easement width and/or additional
access routes, the Contractor shall negotiate with and compensate the private
property owners for such use at the Contractor's expense.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 33 00- 1
SECTION 01 33 00
SUBMITTAL PROCEDURES

GENERAL

1.1 SUBMITTAL PROCEDURES

A. Sequentially number transmittal forms. Mark revised submittals with original number
and sequential alphabetic suffix.

B. Identify Project, Contractor, subcontractor and supplier; pertinent drawing and detail
number, and specification section number, appropriate to submittal.

C. Apply Contractor's stamp, signed or initialed certifying that review, approval,
verification of products required, field dimensions, adjacent construction Work, and
coordination of information is in accordance with requirements of the Work and
Contract Documents.

D. Schedule submittals to expedite Project, and deliver to Engineer at business address.
Coordinate submission of related items.

E. Submittals shall be submitted sufficiently in advance to allow the ENGINEER not less
than ten regular working days for examining the drawings. These drawings shall be
accurate, distinct, and complete and shall contain all required information, including
satisfactory identification of items and unit assemblies in relation to the contract
drawings and/or specifications.

F. Identify variations from Contract Documents and product or system limitations which
may be detrimental to successful performance of completed Work.

G. When revised for resubmission, identify changes made since previous submission.

H. Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly
report inability to comply with requirements.

I. Submittals not requested will not be recognized or processed.

J. The ENGINEER's review of CONTRACTOR submittals shall not relieve
CONTRACTOR of the entire responsibility for the corrections of details and
dimensions. CONTRACTOR shall assume all responsibility and risk for any misfits
due to any errors in CONTRACTOR submittals. CONTRACTOR shall be
responsible for dimensions and the design of adequate connections and details.

CMWC – 400,000 Gallon Upper Tank 01 33 00- 2
1.2 CONSTRUCTION PROGRESS SCHEDULES

A. Submit initial schedules within 15 days after date of Owner-Contractor Agreement.
After review, resubmit required revised data within ten days.

B. Submit revised Progress Schedules with each Application for Payment.

C. Distribute copies of reviewed schedules to Project site file, subcontractors, suppliers,
and other concerned parties.

D. Instruct recipients to promptly report, in writing, problems anticipated by projections
indicated in schedules.

E. Submit computer generated horizontal bar chart with separate line for each major
portion of Work or operation, identifying first work day of each week.

F. Show complete sequence of construction by activity, identifying Work of separate
stages and other logically grouped activities. Indicate early and late start, early and late
finish, float dates, and duration.

G. Indicate estimated percentage of completion for each item of Work at each submission.

H. Submit separate schedule of submittal dates for shop drawings, product data, and
samples.

1.3 PRODUCT DATA

A. Product Data: Submit to Engineer for review for limited purpose of checking for
conformance with information given and design concept expressed in Contract
Documents.

B. Mark each copy to identify applicable products, models, options, and other data.
Supplement manufacturers' standard data to provide information specific to this
Project.

1.4 SHOP DRAWINGS

A. Shop Drawings: Submit to Engineer for review for limited purpose of checking for
conformance with information given and design concept expressed in Contract
Documents.

B. Fabrication of an item may be commenced only after the ENGINEER has reviewed the
pertinent submittals and returned copies to CONTRACTOR marked either
"Approved", or "Approved - Except as Noted". Corrections indicated on submittals
shall be considered as changes necessary to meet the requirements of the Contract
Documents and shall not be taken as the basis of claims for extra work.
CMWC – 400,000 Gallon Upper Tank 01 33 00- 3

C. When required by individual specification sections, provide shop drawings signed and
sealed by professional engineer responsible for designing components shown on shop
drawings.

1. Include signed and sealed calculations to support design.
2. Submit drawings and calculations in form suitable for submission to and approval
by authorities having jurisdiction.
3. Make revisions and provide additional information when required by authorities
having jurisdiction.

D. After review, produce copies and distribute in accordance with SUBMITTAL
PROCEDURES article and for record documents described in Section 01 78 50 -
Project Closeout.

1.5 SAMPLES

A. Whenever indicated in the specifications or requested by the ENGINEER,
CONTRACTOR shall submit at least 1 sample of each item or material to the
ENGINEER for acceptance at no additional cost to OWNER.

B. Samples, as required herein, shall be submitted for acceptance prior to ordering such
material for delivery to the jobsite, and shall be submitted in an orderly sequence so
that dependent materials or equipment can be assembled and reviewed without causing
delay in the Work.

C. Unless otherwise specified, all colors and textures of specified items will be selected by
the ENGINEER from the manufacturer's standard colors and standard materials,
products, or equipment lines.

1.6 CERTIFICATES

A. When specified in individual specification sections, submit certification by
manufacturer, installation/application subcontractor, or Contractor to Engineer, in
quantities specified for Product Data.

B. Indicate material or product conforms to or exceeds specified requirements. Submit
supporting reference data, affidavits, and certifications as appropriate.

C. Certificates may be recent or previous test results on material or Product, but must be
acceptable to Engineer.

CMWC – 400,000 Gallon Upper Tank 01 33 00- 4
1.7 MANUFACTURER'S INSTRUCTIONS

A. When specified in individual specification sections, submit printed instructions for
delivery, storage, assembly, installation, start-up, adjusting, and finishing, to Engineer
for delivery to Owner in quantities specified for Product Data.

B. Indicate special procedures, perimeter conditions requiring special attention, and
special environmental criteria required for application or installation.

1.8 MANUFACTURER'S FIELD REPORTS

A. When required in individual sections, have manufacturer or Supplier provide qualified
representative to observe field conditions, conditions of surfaces and installation,
quality of workmanship, start-up of equipment, test, adjust, and balance of equipment
as applicable and to make written report of observations and recommendations to
ENGINEER.

PRODUCTS - Not Used

EXECUTION - Not Used

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 01 35 00-1
SECTION 01 35 00
SAFETY AND SITE GUIDELINES
PART 1 GENERAL
1.1 CONSTRUCTION AREA PLAN

A. Construction activities are to be limited to within limits of disturbance as per
plans or elements with the exception of access drives and utility improvements.

1.2 OSHA COMPLIANCE
A. All applicable Occupational Safety and Health Act (OSHA) regulations and
guidelines are to be observed at all times.
1.3 ACCESS TO CONSTRUCTION AREA

A. Access during construction or other improvements is to be approved by the
OWNER/CITY in accordance with the following requirements:
1. All Construction Vehicles are to be identified with the Contractor’s name.
2. Material and equipment deliveries are to be consolidated to the extent feasible.

1.4 CONSTRUCTION PARKING AREAS

A. All vehicle and parking areas are to be managed in accordance with the following
requirements:
1. Construction crews are not to park on, or otherwise use, the natural area,
streets, and neighboring properties. All vehicles are to be parked in approved
parking areas.
2. During busy construction periods involving multiple trades when all
Construction Vehicles cannot be accommodated on the site, the OWNER may
grant permission for overflow vehicles to temporarily park in designated
areas.
3. Vehicles parked on the road may not impede access to normal traffic and
emergency vehicles, including fire trucks. Where parking on the shoulder
occurs, all damage to the shoulder and landscape is to be repaired by the
CONTRACTOR continually and not left for the end of construction. Vehicles
may not be parked outside of the Construction Area.
4. No vehicle repair is allowed on the site except in case of emergency or within
a fully-enclosed garage. Normal maintenance of CONTRACTOR equipment
is allowed.

1.5 DELIVERY AND STORAGE OF MATERIALS & EQUIPMENT

A. CONTRACTOR is responsible for ensuring all SUBCONTRACTORS and
SUPPLIERS obey all posted speed limits and traffic regulations. The following,
additional Guidelines apply to all material delivery and storage:
CMWC – 400,000 Gallon Upper Tank 01 35 00-2
1. All building materials, equipment and machinery are to be delivered to and
remain within the limits of disturbance. This requirement includes all building
materials, earth-moving equipment, trailers, generators, mixers, cranes and
any other equipment or machinery that will remain on the Construction Site
overnight.
2. Delivery vehicles may not drive across neighboring properties to access a
construction site.
3. Delivery route maps and site supervisor contact information sheets are to be
provided to all delivery personnel.
4. Delivery personnel are to use adequate winter tires and/or chains during
inclement winter weather.

1.6 SITE VISITATIONS

A. Due to the inherent danger associated with Construction Activities, visitors to any
Construction Site are limited to those persons (such as construction workers,
tradesmen, County or City agents, security staff and OWNER staff) with official
business relating to the construction. Construction personnel are not to invite or
bring family members or friends, especially children, to the job site.

1.7 FIRE AND SAFETY PRECAUTIONS

A. The following fire and safety precautions are to be adhered to at all Construction
Sites:
1. On-site fires are not allowed.
2. All fires are to be reported even if it is thought to be contained or
extinguished.
3. One or more persons are to be appointed as the individual(s) responsible for
reporting emergencies and/or phoning 911.
4. Access for emergency vehicles is to be maintained at all times.
5. Access to fire hydrants, emergency water tanks and emergency turnouts are
not to be blocked at any time.
6. Smoking materials are to be discarded in approved containers.
7. A minimum of one shovel and two 20-pound ABC-Rated Dry Chemical Fire
Extinguishers are to be mounted in plain view.
8. All equipment, including small tools, must utilize a working spark arrestor.

PART 2 EQUIPMENT
2.1 CONSTRUCTION TRAILERS AND/OR TEMPORARY STRUCTURES
A. Upon approval, a temporary construction trailer or portable field office may be
located on the project site within limits of disturbance,
CMWC – 400,000 Gallon Upper Tank 01 35 00-3
2.2 SANITARY FACILITIES
A. CONTRACTOR is responsible for providing adequate sanitary facilities for
construction workers. Portable toilets are to be located within the limits of
disturbance and are not to be located within 50 feet of drainages and/or other
sensitive resources.
2.3 DEBRIS AND WASTE REMOVAL
A. The following debris and waste removal procedures are to be adhered to at all
Construction Sites:
1. Dumping, burying and/or burning trash is not permitted anywhere within the
Project Site. No trash of any kind is to be placed in utility trenches.
2. Heavy and large debris, such as broken stone and wood scraps, are to be
removed from the site immediately upon completion of each work trade.
3. Concrete washout, from both trucks and mixers, is to be contained within the
limits of disturbance and concealed by structure or covered with backfill.
Concrete washout in road rights-of-way, setbacks or on neighboring properties
is strictly prohibited.
4. Dirt, mud and/or other debris are to be promptly removed from public or
private roads, open spaces, and driveways. Trucks and other equipment are to
be washed clean of dirt and other debris prior to leaving the site.
2.4 HAZARDOUS WASTE
A. In order to monitor hazardous material use and/or respond quickly to spills, the
CONTRACTOR is to comply with the following criteria:
1. The CONTRACTOR is to provide a contact person and telephone number for
a company experienced in emergency response for vacuuming and containing
spills for oil or other petroleum products.
2. In the event of a spill, the CONTRACTOR is to immediately attempt to stop
the flow of contaminants.
3. Absorbent sheets are to be used for spill prevention and clean up. Several
boxes are to be located at fuel trucks, storage areas and in maintenance
vehicles. Inventories are to be maintained as necessary.
4. The responsible on-site CONTRACTOR is to commit all necessary
manpower, equipment and materials to the containment and rapid clean-up of
spills.
5. After any reportable spill (one or more gallons) is contained; the
CONTRACTOR is to notify the appropriate local, state and federal agencies
as well as the OWNER.
6. The CONTRACTOR is to maintain a list of product names and a Materials
Safety Data Sheet (MSDS) for all hazardous material products used or located
on-site. In the event of a leak, spill or release, the CONTRACTOR is to
provide the MSDS to emergency personnel.
CMWC – 400,000 Gallon Upper Tank 01 35 00-4
7. Equipment is to be fueled in designated staging areas only. Equipment that
cannot be readily moved to designated staging areas is to be fueled a
minimum of 100 feet from known drainage courses.
8. Fuel storage tanks must have adequately constructed catch basins.
9. Prior to storing a hazardous material, the CONTRACTOR is to ensure that:
- The material is stored in an approved container
- The container is tightly sealed
- The container has the proper warning label
- The container is inspected for leaks
10. Inspect equipment and vehicles for damaged hoses, leaks and hazards prior to
the start and end of each shift. Do not run equipment that is leaking hazardous
products.
11. Intentional or unreported spillage or dumping of fuels, hydraulics, solvents
and other hazardous materials will be cause for eviction.
2.5 TREE/SHRUB AND HABITAT PROTECTION
A. The following Guidelines apply to the protection of trees, shrubs and other
vegetation during construction operations:
1. Trees/shrubs are not to be removed without prior approval from the OWNER.
2. Before construction starts, exclusionary fencing is to be installed around the
perimeter of all trees/shrubs not approved for removal.
3. Fencing material is to be highly visible and sturdy.
4. Construction equipment or activity is not permitted within the fenced area
(exclusionary zone) without written authorization from the OWNER.
5. Adequate drainage is to be provided to prevent ponding of water around the
base of trees/shrubs.
6. Soil compaction is to be avoided around all trees/shrubs.
7. Mesh netting is to be used to protect trees/shrubs from dust and paint drift.
2.6 AIR QUALITY CONTROL
A. Air quality control procedures are to be in accordance with the following
requirements:
1. Construction equipment exhaust emissions are not to exceed local code
requirements for air pollution limitations.
2. Open burning of removed vegetation is not permitted.
2.7 DAMAGE, REPAIR AND RESTORATION
A. Damage and scarring to other property, including streets, neighboring properties,
existing buildings, roads, driveways and/or other Improvements will not be
permitted. If any such damage occurs, it is to be repaired and/or restored promptly
at the expense of the person causing the damage or the CONTRACTOR whose
personnel or subcontractor caused the damage.
CMWC – 400,000 Gallon Upper Tank 01 35 00-5
1. Upon completion of construction, each OWNER and CONTRACTOR is to
clean his Construction Site and any neighboring sites that have been impacted
and repair all property, which has been damaged.
2. The CONTRACTOR is financially responsible for site
restoration/revegetation and refuse removal necessitated on any and all
adjacent properties as a result of trespass or negligence by their employees or
sub-contracted agents.
PART 3 EXECUTION
3.1 ALCOHOL AND CONTROLLED SUBSTANCES
A. The consumption of alcohol or use of any controlled substance by construction
personnel anywhere within the project is prohibited.
3.2 NO PETS
A. No pets may be brought to the project site by construction personnel.
3.3 NOISE CONTROL
A. The CONTRACTOR is to make every effort to keep noise to a minimum. Radios
and other audio equipment may not be audible beyond the confines of the
Construction Site. Violations of this provision will precipitate a total prohibition
of any radios and/or other audio equipment.
3.4 SPEED LIMIT
A. All vehicles are to adhere to posted speed limits. Fines will be issued for those
exceeding the speed limit as posted or as required by road and weather conditions.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 45 00 - 1
SECTION 01 45 00
QUALITY CONTROL AND MATERIALS TESTING

PART 1 GENERAL

1.1 MATERIALS

A. All materials incorporated in the project shall be new and shall fully comply with the
specifications. Unless otherwise clearly provided in the specifications, all
workmanship, equipment, materials, and articles incorporated in the work covered by
the contract are to be of the best available grade of their respective kinds. Whenever,
in the specifications, any material, article, device, product, fixture, form, type of
construction, or process indicated or specified by patent or proprietary name, by name
of manufacturer, or by catalog number, such specifications shall be deemed to be used
for the purpose of establishing a standard of quality and facilitating the description of
the material or process desired and shall be deemed to be followed by the words "or
approved equal" and CONTRACTOR may in such case, upon receiving the
ENGINEER's approval, purchase and use any item, type, or process which shall be
substantially equal in every respect to that indicated or specified.

B. Materials and equipment may be used in the Work based upon receipt of a Supplier’s
certificate of compliance. Certificate must be in possession of CONTRACTOR and
reviewed by ENGINEER prior to use.

C. Quality Assurance Testing by the OWNER and/or ENGINEER shall not relieve
CONTRACTOR of responsibility to furnish materials and work in full compliance
with Contract Documents.

1.2 MANUFACTURER’S INSTRUCTIONS

A. Should instructions conflict with Contract Documents, request clarification before
proceeding.

B. When required in individual sections, submit manufacturer’s instructions in the
quantity required for product data, delivery, handling, storage, assembly, installation,
start-up, adjusting, balancing, and finishing, as appropriate.

1.3 WORKMANSHIP

A. Maintain performance control and supervision over Subcontractors, Suppliers,
manufacturer’s, products, services, workmanship, and site conditions, to produce work
in accordance with Contract Documents.

B. Comply with industry standards except when more restrictive tolerances or specified
requirements indicate more rigid standards or more precise workmanship.

CMWC – 400,000 Gallon Upper Tank 01 45 00 - 2
C. Provide suitable qualified personnel to produce specified quality.

D. Ensure finishes match approved samples.

1.4 TOLERANCES

A. Monitor fabrication and installation tolerance control of products to produce acceptable
Work. Do not permit tolerances to accumulate.

B. Comply with manufacturers' tolerances. When manufacturers' tolerances conflict with
Contract Documents, request clarification from Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

1.5 TESTING AND INSPECTION SERVICES

A. Testing agency and testing for quality control and material testing shall be furnished by
Contractor as part of the project. Results of testing shall be reported to Owner and
ENGINEER on site. Reports of the testing shall be transmitted directly to the Owner
and Cottonwood Mutual Water Company.

B. Materials to be supplied under this contract will be tested and/or inspected either at
their place of origin or at the site of the work by the testing agency. CONTRACTOR
shall give ENGINEER written notification well in advance of actual readiness of
materials to be tested and/or inspected at point of origin so ENGINEER may witness
testing by the testing agency. Satisfactory tests and inspections at the point of origin
shall not be construed as a final acceptance of the material nor shall it preclude retesting
or re-inspection at the site of the work.

C. CONTRACTOR shall furnish such samples of materials as are requested by the
ENGINEER, without charge. No material shall be used until reports from the testing
agency have been reviewed and accepted by the ENGINEER.

1.6 UNSATISFACTORY CONDITIONS

A. Examine areas and conditions under which materials and products are to be installed.
Do not proceed with work until unsatisfactory conditions have been corrected in a
manner acceptable to installer.

1.7 QUALITY CONTROL TESTING

A. ENGINEER’s failure to detect any defective Work or materials does not prevent later
rejection when such defect is discovered nor does it obligate ENGINEER for
acceptance.

CMWC – 400,000 Gallon Upper Tank 01 45 00 - 3
B. CONTRACTOR shall provide 24-hours minimum notice to ENGINEER for all testing
required by these specifications so that ENGINEER may coordinate or be present
during testing.

1.8 TESTING ACCEPTANCE AND FREQUENCY

A. Minimum Quality Control Testing Frequency: As defined in Table 01 45 00-1, the
CONTRACTOR shall be responsible to ensure that all testing is performed at the
frequencies shown. CONTRACTOR shall uncover any work at no cost to OWNER to
allow the testing agency to perform required testing at the frequency shown.

B. Acceptance of Defective Work: As defined in Article 13.8 of the General Conditions.

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify existing site conditions and substrate surfaces are acceptable for subsequent
Work. Beginning new Work means acceptance of existing conditions.

B. Verify existing substrate is capable of structural support or attachment of new Work
being applied or attached.

C. Examine and verify specific conditions described in individual specification sections.

D. Verify utility services are available, of correct characteristics, and in correct locations.

3.2 PREPARATION

A. Clean substrate surfaces prior to applying next material or substance.

B. Seal cracks or openings of substrate prior to applying next material or substance.

C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner
prior to applying new material or substance in contact or bond.

CMWC – 400,000 Gallon Upper Tank 01 45 00 - 4
TABLE 01 45 00-1: QUALITY CONTROL TESTING FREQUENCY

SYSTEM
or
MATERIAL

TESTS

MINIMUM REQUIRED FREQUENCY

SUBGRADE AND BACKFILL MATERIALS

Section 31 23 23
Backfill

Field Density

1 test for each 1.5 feet of backfill thickness.

Laboratory

1 test for each material type which includes proctor, classification
and gradation.

PORTLAND CEMENT CONCRETE

Cast-in-Place
Concrete

Slump

1 test every day of placement or 1 test for every 50 cubic yards
and more frequently if batching appears inconsistent. Conduct
with strength tests.

Entrained air

1 test with slump test.

Ambient and
concrete tem-
peratures

1 test with slump test.

Water cement
ratio.

to be verified and provided with batch tickets.

Compressive
strength

1 set of 4 cylinders every 50 c.y. or part thereof per day.
NOTES:

1 Additional tests shall be conducted when variations occur due to the contractor's operations,
weather conditions, site conditions, etc.

2 Classification, moisture content, Atterberg limits and specific gravity tests shall be conducted for
each compaction test if applicable.

3 Tests can substitute for same tests required under "Aggregates" (from bins or source), although
gradations will be required when blending aggregates.

4 Aggregate moisture tests are to be conducted in conjunction with concrete strength tests for
water/cement calculations.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 45 10 - 1
SECTION 01 45 10
TESTING AGENCY SERVICES

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Owner shall be responsible for providing Construction Quality Control Testing of all
soils, concrete, etc. as required by the various sections of these specifications.

B. This section includes the following:

1. Use of independent testing agency.
2. Control testing report submittal requirements.
3. Responsibilities of testing agency.

1.2 REFERENCES

A. ASTM D 3740: Standard Recommended Practice for Evaluation of Agencies Engaged
in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and
Construction.

B. ASTM D 4561: Standard Practice for Quality Control Systems for and Inspection and
Testing Agency for Bituminous Paving Materials.

C. ASTM E 329: Standard Recommended Practice for Inspection and Testing Agencies
for Concrete, Steel, and Bituminous Materials as Used in Construction.

1.3 DEFINITIONS

A. Independent Testing Agency: A testing agency NOT owned by CONTRACTOR, and
an agency that does not have any preferential affiliation or association with
CONTRACTOR, or any of CONTRACTOR’s Subcontractors and Suppliers other than
entering into a contract with CONTRACTOR to perform the duties defined in these
specifications.

B. Professional Engineer: An engineer who complies with Utah licensing law and is
acceptable to the authority having jurisdiction.

1.4 QUALITY ASSURANCE

A. CONTRACTOR shall employ and pay for, all material testing services as described in
Paragraph 1.1 A, through an independent testing agency which complies with ASTM D
3740, ASTM D 4561, and ASTM E 329 to test materials for contract compliance.

B. Concrete
C. Technician: Approved by ENGINEER or ACI certified.

CMWC – 400,000 Gallon Upper Tank 01 45 10 - 2
1.5 CONTRACTOR SUBMITTALS

A. Prior to start of Work, submit testing agency’s name, address, telephone number and
the following:

1. Person charged with engineering managerial responsibility.
2. Professional engineer on staff to review services.
3. Level of certification of technicians.

1.6 TESTING AGENCY SUBMITTALS

A. Field Test Report: Submit report no later than the end of the current day.

B. Laboratory Test Report: Submit original report within 48 hours after test results are
determined.

C. Final Summary Report: Submit prior to final payment.

D. On all reports include:

1. Project title, number and date of the report.
2. Date, time and location of test
3. Name and address of material Supplier.
4. Identification of product being tested and type of test performed.
5. Identify whether test is initial test or retest.
6. Results of testing and interpretation of results.
7. Name of technician who performed the testing.

1.7 RESPONSIBILITIES OF TESTING AGENCY

A. Calibrate testing equipment at least annually with devices of an accuracy traceable to
either National Bureau of Standards or acceptable values of natural physical
constraints.

B. Provide sufficient personnel at site and cooperate with CONTRACTOR, ENGINEER
and OWNER’s Representative in performance of testing service.

C. Secure samples using procedures specified in the applicable testing code.

D. Perform testing of products in accordance with applicable sections of the Contract
Documents.

E. Immediately report any compliance or noncompliance of materials and mixes to
CONTRACTOR, ENGINEER and OWNER’s Representative.

CMWC – 400,000 Gallon Upper Tank 01 45 10 - 3
F. When an out-of-tolerance condition exists, perform additional inspections and testing
until the specified tolerance is attained, and identify retesting on test reports.

G. Re-testing or re-inspection required because of non-conformance to specified
requirements shall be performed by same independent firm on instructions by
Engineer. Payment for re-testing or re-inspection will be paid for by Contractor.

1.8 LIMITS ON TESTING AGENCY AUTHORITY

A. Agency may not release, revoke, alter, or enlarge on requirements of Contract
Documents.

B. Agency may not suspend Work.

C. Agency may not assume duties of Contractor.

D. Agency has no authority to accept Work for OWNER.

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 50 00-1
SECTION 01 50 00
TEMPORARY CONTROLS

1.01 SITE MAINTENANCE

The Contractor shall keep the work site clean and free from rubbish and debris. Materials
and equipment shall be removed from the site when they are no longer necessary. Upon
completion of the work and before final acceptance, the work site shall be cleared of
equipment, unused materials, and rubbish to present a clean and neat appearance.

2.01 DISPOSAL OF WASTE MATERIAL

When burning is not prohibited or restricted by law, pile all combustible material within
the designated or approved cleared area and dispose of by burning. Remove material
from the site which is not combustible or not practicable to burn. Accomplish burning
and disposal in accordance with all Federal, State and local laws relating to fire
prevention, air pollution control, and other restrictions in regard to burning materials.
When burning is prohibited, dispose of waste materials in accordance with the governing
agency safety and health requirements.

If perishable material is burned, it shall be burned under the constant care of competent
watchmen at such times and in such a manner that anything designated to remain on the
property, or other adjacent property will not be jeopardized. Burning shall be done in
accordance with applicable laws and ordinances.

3.01 "NO BURNING" PERIODS

During periods when burning operations are prohibited by local, State or Federal
authorities, haul combustible material and debris from the site. If approved, pile where it
will not interfere with the work, and burn when prohibition against burning is removed.

4.01 AIR POLLUTION CONTROL

The Contractor shall not discharge smoke, dust, and other contaminants into the
atmosphere that violate the regulations of any legally constituted authority. He shall also
abate dust nuisance by cleaning, sweeping, and sprinkling with water, or other means as
necessary. The use of water, in amounts which result in mud on public streets, is not
acceptable as a substitute for sweeping or other methods.

5.01 NOISE CONTROL

The Contractor shall conform to all local, state and federal noise control ordinances

CMWC – 400,000 Gallon Upper Tank 01 50 00-2

6.01 DUST ABATEMENT

The Contractor shall furnish all labor, equipment, and means required and shall carry out
effective measures wherever, whenever and as often as necessary to prevent his operation
from producing dust in amounts damaging to property, cultivated vegetation, or domestic
animals, or causing a nuisance to persons living in or occupying buildings in the vicinity.
The Contractor shall conform to all local, state and federal dust abatement ordinances.
The Contractor shall be responsible for any damage resulting from any dust originating
from his operations. The dust abatement measures shall be continued until the Contractor
is relieved of further responsibility by the Engineer. No separate payment will be
allowed for dust abatement measures and all costs thereof shall be included in the
Contractor's bid price.

7.01 RUBBISH CONTROL

During the progress of the work, the Contractor shall keep the site of the work and other
areas used by him in a neat and clean condition, and free from any accumulation of
rubbish. The Contractor shall dispose of all rubbish and waste materials of any nature
occurring at the work site, and shall establish regular intervals of collection and disposal
of such materials and waste. He shall also keep his haul roads free from dirt, rubbish, and
unnecessary obstructions resulting from his operations. Equipment and material storage
shall be confined to areas approved by the Engineer. Disposal of all rubbish and surplus
materials shall be off the site of construction, at the Contractor's expense, all in
accordance with local codes and ordinances governing locations and methods of disposal,
and in conformance with all applicable safety laws, and to the particular requirements of
Subpart H, Section 1926.252 of the OSHA Safety and Health Standards for Construction.

8.01 SANITATION

A. Toilet Facilities. Fixed or portable chemical toilets shall be provided wherever
needed for the use of employees. Toilets at construction job sites shall conform to
the requirements of Subpart D, Section 1926.51 of the OSHA Standards for
Construction.

B. Sanitary and Other Organic Wastes. The Contractor shall establish a regular daily
collection of all sanitary and organic wastes. All wastes and refuse from sanitary
facilities provided by the Contractor or organic material wastes form any other
source related to the Contractor's operations shall be disposed of away from the
site in a manner satisfactory to the Engineer and in accordance with all laws and
regulations pertaining thereto. Disposal of all such wastes shall be at the
Contractor's expense.

CMWC – 400,000 Gallon Upper Tank 01 50 00-3
9.01 CHEMICALS

All chemicals used during project construction or furnished for project operation, whether
defoliant, soil sterilant, herbicide, pesticide, disinfectant, reactant or of other
classification, shall show approval of either the U.S. Environmental Protection Agency or
the U.S. Department of Agriculture. Use of all such chemicals and disposal of residues
shall be strict accordance with the printed instructions of the manufacturer.

10.01 EROSION CONTROL

Plan and execute construction and earthwork by methods to control surface drainage from
cuts and fills, and from borrow and waste disposal areas to prevent erosion and
sedimentation. Periodically inspect earthwork to detect any evidence of the start of
erosion, apply corrective measures as required to control erosion.

Furnish material and construct temporary erosion control including berms, dikes,
sediment basins, slope drains, check dams, sediment barriers, fiber mats, mulches, etc.
The Engineer may direct the Contractor to install additional erosion controls if, in the
opinion of the Engineer, the risk of potential erosion is not adequately addressed.
Coordinate temporary control measures with permanent erosion control requirements.

A. Do not start grading work until installation of all temporary erosion control
measures is complete.

B. Complete installation of all erosion control in a timely manner.

C. Do not pollute streams, canals, lakes, and other water courses. Use the erosion
control measures indicated.

D. Follow the more restrictive requirements when conflicts occur between erosion
control specifications and federal, state, or local agencies laws, rules, or
regulations.

11.01 FAILURE TO EXECUTE

Failure to execute any of the temporary controls shall be sufficient cause for the Owner to
stop forward progression of the work and hold progress payments until acceptable limits
and standards are met.

12.01 FIRE SUPPRESSION PLAN

The Contractor shall be required to maintain adequate equipment, manpower and water
sources available to extinguish any fires which may be started, directly or indirectly,
through activities of the Contractor.

CMWC – 400,000 Gallon Upper Tank 01 50 00-4
13.01 SMOKING

Due to a substantial risk of wildfires, smoking shall be restricted to occur only inside of
enclosed equipment or other designated area. During times of higher fire danger, the
local authority may place additional restrictions on smoking in the area.

14.01 COSTS

All costs in connection with the work specified herein will be considered to be incidental
to the project.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 50 30-1

SECTION 01 50 30
PROTECTION OF EXISTING FACILITIES
PART 1 GENERAL
DESCRIPTION
Any existing facilities, disturbed which are located in or adjacent to the line of work such
as curbs, gutters, drive approaches, sidewalks, driveways, fences, underground pipes,
conduits, or utilities, shall be cleaned up and restored in kind by CONTRACTOR and in
accordance with the specifications contained herein governing the various types of
services involved.
CONTRACTOR shall not perform work that would affect any oil, gas, sewer, or water
pipeline; any telephone, fiber optic, television cable, or electric transmission line; any
fence; or any structure, until authorization has been obtained from OWNER of the
improvement. Provide OWNER of the improvement due notice of the beginning of the
work, and remove, shore, support, or otherwise protect such improvement or replace the
same.
RESTORATION OF FENCES
Where it is necessary to remove any fence to facilitate CONTRACTOR's operation,
CONTRACTOR shall obtain prior agreement with OWNER for removal of the fence,
and shall be responsible for any damage due to negligence of CONTRACTOR. As soon
as practical, the fence shall be restored substantially to the same or improved condition as
it was prior to the commencement of the work. Where livestock is present
CONTRACTOR shall provide temporary fencing to keep livestock away from the
construction area.
UNDERGROUND SERVICE ALERT
Prior to any excavation in the vicinity of any existing underground facilities, including all
water, sewer, storm drain, gas, petroleum products, or other pipelines; all buried electric
power, communications, or television cables; all traffic signal and street lighting
facilities; and all roadway and state highway rights-of-way, CONTRACTOR shall notify
the regional notification center (Blue Stakes of Utah) at 1-800-662-4111 or 811 or submit
an on-line request at www.bluestakes.org at least 2 days, but no more than 7 days, prior
to such excavation.
INTERFERING STRUCTURES AND UTILITIES
CONTRACTOR shall exercise all possible caution to prevent damage to existing
structures and utilities, whether above ground or underground. Prior to submittal of Shop
Drawings, and prior to commencing any excavations for new pipelines or structures,
conduct investigations, including exploratory excavations and borings, to determine the
location and type of underground utilities and services connections that could result in
damage to such utilities. It shall be the responsibility of CONTRACTOR to locate and
CMWC – 400,000 Gallon Upper Tank 01 50 30-2

expose all existing underground and overhead structures and utilities in such a manner as
to prevent damage to same. CONTRACTOR shall notify all utility offices concerned at
least 48 hours in advance of construction operations in which a utility agency's facilities
may be involved. This shall include, but not be limited to, irrigation water, culinary
water, telephone, television cables, fiber optic communication, gas, and electric.
CONTRACTOR shall be responsible for any and all changes to, reconnections to public
utility facilities encountered or interrupted during prosecution of the work, and all costs
relating hereto shall be at CONTRACTOR's expense. CONTRACTOR shall contract
with and pay Public Utility Agencies for work required in connection with all utility
interferences and handle all necessary notifications, scheduling, coordination, and details.
The cost of public utility interferences shall be included in CONTRACTOR's lump sum
or unit price bid covering the major contract facility to which interference or changes are
attributable.
All exploratory excavations shall be performed as soon as practicable after Notice to
Proceed and, in any event, a sufficient time in advance of the construction to avoid
possible delays to CONTRACTOR’s progress. Prepare a report identifying each utility
by its size, elevation, station and material of construction. Immediately notify
ENGINEER and the utility in writing as to any utility discovered in a different position
than as marked in the field or shown on the Drawings, or any utility which is not marked
in the field or not shown on the Drawings.
The number of exploratory excavations required shall be that number which is sufficient
to determine the alignment and grade of the utility. Conform to local agency
requirements for backfill and pavement repair subsequent to performing exploratory
excavations.
Any damages to private property, either inside or outside the limits of the easements
provided by OWNER, shall be the responsibility of CONTRACTOR. Any roads,
structures, or utilities damaged by the work shall be repaired or replaced in a condition
equal to or better than the condition prior to the damage. Such repair or replacement
shall be accomplished at CONTRACTOR's expense without additional compensation
from OWNER.
CONTRACTOR shall remove and replace small miscellaneous structures such as fences
and culverts which are damaged by the construction activity at his own expense without
additional compensation from OWNER. CONTRACTOR shall replace these structures
in a condition as good as or better than their original condition.
At points where CONTRACTOR's operations are adjacent to or across properties of
railway, telephone, irrigation canal, power, gas, water, or adjacent to other property
(damage to which might result in considerable expense, loss, and inconvenience), no
work shall be started until all arrangements necessary for the protection thereof have been
made.
The locations of the major existing culinary water lines, gas pipes, underground electric,
cable television, and telephone lines that are shown on the plans were taken from city
maps, and maps supplied by the utility owner. No excavations were made to verify the
CMWC – 400,000 Gallon Upper Tank 01 50 30-3

locations shown for underground utilities, unless specifically stated on the Drawings. It
should be expected that some location discrepancies will occur. Neither OWNER nor its
officers or agents shall be responsible for damages to CONTRACTOR as a result of the
locations of the utilities being other than those shown on the plans or for the existence of
utilities not shown on the plans.
CONTRACTOR shall be solely and directly responsible to OWNERs and operators of
such properties for any damage, injury, expense, loss or inconvenience, delay, suits,
actions, or claims of any character brought because of an injury or damage which may
result from the carrying out of the work to be done under the contract.
All utilities including all water, sewer, storm drain, gas, petroleum products, or other
pipelines; all buried electric power, communications, or television cables; all traffic
signal and street lighting facilities encountered along the line of the work shall remain
continuously in service during all operations under the Contract, unless other
arrangements satisfactory to ENGINEER are made with OWNER of said utility.
In the event of interruption to either domestic or irrigation water, or to other utility
services as a result of accidental breakage, or as a result of being exposed or unsupported,
CONTRACTOR shall promptly notify the proper authority. CONTRACTOR shall
cooperate with the authority in restoration of service as soon as possible, and shall not
allow interruption of any water or utility service outside working hours unless prior
approval is received.
In case it shall be necessary to move the property of any public utility or franchise holder,
such utility company or franchise holder will, upon request of CONTRACTOR, be
notified by OWNER to move such property within a specified reasonable time. When
utility lines that are to be moved are encountered within the area of operations,
CONTRACTOR shall notify ENGINEER a sufficient time in advance for the necessary
measures to be taken to prevent interruption of service.
Where the proper completion of the WORK requires the temporary or permanent removal
and/or relocation of an existing Utility or other improvement which is indicated,
CONTRACTOR shall remove and, without unnecessary delay, temporarily replace or
relocate such Utility or improvement in a manner satisfactory to ENGINEER and
OWNER of the facility. In all cases of such temporary removal or relocation, restoration
to the former location shall be accomplished by CONTRACTOR in a manner that will
restore or replace the Utility or improvement as nearly as possible to its former locations
and to as good or better condition than found prior to removal.
RIGHTS-OF-WAY
CONTRACTOR shall be required to confine construction operations within the dedicated
rights-of-way for public thorough fares, or within areas for which construction easements
have been obtained, unless they have made special arrangements with the affected
property owners in advance. CONTRACTOR shall be required to protect stored
materials, cultivated trees and crops, and other items adjacent to the proposed
construction site.
CMWC – 400,000 Gallon Upper Tank 01 50 30-4

The construction easement widths and access to private properties are as shown on the
Drawings and as described in the easement documents; however CONTRACTOR is to
minimize impacts to surface improvements within the right-of-way and restore all
disturbances.
Property owners affected by the construction shall be notified by CONTRACTOR at least
48 hours in advance of the time the construction begins. During all construction
operations, CONTRACTOR shall construct and maintain such facilities as may be
required to provide access by all property owners to their property. No person shall be
cut off from access to his property for a period exceeding 8 hours unless CONTRACTOR
has made special arrangements with the affected persons. CONTRACTOR shall, daily or
more frequently if necessary, grade all disturbed areas to be smooth for motor vehicle
traffic.
PROTECTION OF SURVEY, STREET OR ROADWAY MARKERS
CONTRACTOR shall not destroy, remove, or otherwise disturb any existing survey
markers or other existing street or roadway markers without proper authorization. No
pavement breaking or excavation shall be started until all survey or other permanent
marker points that will be disturbed by the construction operations have been properly
referenced. Survey markers or points disturbed by CONTRACTOR shall be accurately
restored after street or roadway resurfacing has been completed.
TREES OR SHRUBS WITHIN PROJECT LIMITS
Except where trees or shrubs are indicated to be removed, CONTRACTOR shall exercise
all necessary precautions so as not to damage or destroy any trees or shrubs, including
those lying within street rights-of-way and project limits, and shall not trim or remove
any trees unless such trees have been approved for trimming or removal by the
jurisdictional agency or OWNER. Existing trees and shrubs which are damaged during
construction shall be trimmed or replaced by CONTRACTOR or a certified tree company
under permit from the jurisdictional agency and/or OWNER.
RESTORATION OF PAVEMENT
Pavement work shall meet the specifications for installation as noted in the Project
Drawings or APWA’s Standard Specifications and Details.
All paved areas damaged during construction shall be replaced with similar materials of
equal thickness to match the existing adjacent undisturbed areas, except where specific
resurfacing requirements have been called for in the Contract or in the requirements of
the agency issuing the permit. The pavement restoration requirement to match existing
sections shall apply to all components of existing sections, including sub-base, base, and
pavement. Pavements which are subject to partial removal shall be neatly sawcut in
straight lines.
Wherever required by the local agency having jurisdiction, CONTRACTOR shall place
temporary surfacing promptly after backfilling and shall maintain such surfacing for the
CMWC – 400,000 Gallon Upper Tank 01 50 30-5

period of time fixed by said authorities before proceeding with the final restoration of
improvements.
LANDSCAPING
All landscaping on private property that is damaged or destroyed during performance of
the work shall be repaired or replaced back to the original condition or better to the
satisfaction of the land owner and OWNER.
OTHER SURFACE IMPROVEMENTS
All other surface improvements not explicitly mentioned herein that are damaged or
destroyed during performance of the work shall be repaired or replaced back to original
condition or better.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 52 00-1
SECTION 01 52 00
CONSTRUCTION FACILITIES

1.01 GENERAL

The Contractor shall set up construction facilities in a neat and orderly manner. The Contractor
shall be responsible for providing the site to establish the temporary construction facilities, where
not specifically provided for in the Contract.

2.01 SECURITY

The Contractor shall at all times provide such permanent and temporary fencing as may be
necessary to restrict unauthorized entry to the site. Contractor shall abide by the Owner's
security requirements.

3.01 CONTRACTOR'S EQUIPMENT

A. General. It shall be the Contractor's responsibility to provide equipment that is adequate
for the performance of the work under this Contract within the time specified. All
equipment shall be kept in satisfactory operating condition, shall be capable of safely and
efficiently performing the required work, and shall be subject to inspection and approval
by the Engineer at any time within the duration of the Contract. All work hereunder shall
conform to the applicable requirements of the OSHA Standards for Construction.

B. Separate Contracts. Whenever portions of the work hereunder are let under separate
contracts, all of the provisions of this Section shall apply to each such prime contractor,
including the requirements for separate field offices and communications facilities.

C. Construction Lighting. All work conducted at night or under conditions of deficient
daylight shall be suitably lighted to ensure proper work and to afford adequate facilities
for inspection and safe working conditions.

4.01 UTILITIES

A. Water Supply. All drinking water on the site during construction shall be furnished by
the Contractor.

B. Water Connections. The Contractor shall not make connection to, or draw water from,
any fire hydrant or pipeline without first obtaining permission of the authority having
jurisdiction over the use of said fire hydrant or pipeline and from the agency owning the
affected water system. For each such connection made, the Contractor shall first attach to
the fire hydrant or pipeline a valve and a meter, if required by said authority, of a size and
type acceptable to said authority and agency.
CMWC – 400,000 Gallon Upper Tank 01 52 00-2
C. Removal of Water Connections. Before final acceptance of the work on the
project, all temporary connections and piping installed by the Contractor shall be
entirely removed, and all affected improvements shall be restored to their original
condition, or better, to the satisfaction of the Engineer and to the agency owning
the affected utility.

D. Power. The Contractor shall provide, at his own expense, all necessary power
required for his operations under the Contract, and shall provide and maintain all
temporary power lines required to perform the work in a safe and satisfactory
manner. Temporary electric power installation shall meet the construction safety
requirements of OSHA, State and other governing agencies.

E. Approval of Electrical Connections. All temporary connections for electricity
shall be subject to approval of the Engineer and the power company
representative, and shall be removed in like manner at the Contractor's expense
prior to final acceptance of the work.

F. Communication. Contractor shall provide his own telephone or communication
system at the site as required to complete the project.

5.01 SAFETY

A. General. Appropriate first aid facilities and supplies shall be kept and maintained
by the Contractor at the site of the work. All persons within the construction area
shall be required to wear protective helmets, protective eye wear as required, and
steel toed safety shoes. In addition, all employees of the Contractor and his
subcontractors shall be provided with, and required to use, personal protective and
life saving equipment as set forth in Subpart E of the OSHA Safety and Health
Standards for Construction (29 CFR 1926).

B. Public Safety. During the performance of the work the Contractor shall erect and
maintain temporary fences, bridges, railings, and barriers and shall take all other
necessary precautions and place proper guards for the prevention of accidents and
he shall erect and maintain suitable and sufficient lights and other signals.

6.01 PROJECT SIGN

No project sign is required.

7.01 SANITARY FACILITIES

The Contractor shall provide and maintain sanitary facilities (toilet and wash-up
facilities) for his employees and his subcontractors' employees that will comply with the
regulations of the local and State Departments of Health and as directed by the Engineer.

CMWC – 400,000 Gallon Upper Tank 01 52 00-3
8.01 STORAGE OF MATERIALS

Materials shall be so stored as to insure the preservation of their quality and fitness for
the work. When considered necessary by the Engineer, they shall be placed on wooden
platforms or other hard, clean surfaces, and not on the ground. Delicate instruments and
materials subject to vandalism shall be placed under locked cover and, if necessary,
provided with temperature control as recommended by the manufacturer. Stored
materials shall be located so as to facilitate prompt inspection. Private property shall not
be used for storage purposes without the written permission of the Owner or lessee.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 71 13-1
SECTION 01 71 13
MOBILIZATION

PART 1 GENERAL
A. This specification covers the following:

1. Organization and mobilization of Contractor's forces and equipment; and
2. Transporting various tools, materials, and equipment to the site.

PART 2 DESCRIPTION
A. Mobilization shall include mobilization of all construction equipment, materials,
supplies, appurtenances, and the like, manned and ready for commencing and
prosecuting the work; and the subsequent demobilization and removal from the
site of said equipment, appurtenances and the like upon completion of the work.

B. Mobilization shall also include assembly and delivery, to the project site, of
equipment, materials, and supplies necessary for the prosecution of work but
which are not intended to be incorporated in the work; the clearing of and
preparation of the Contractor's work area; the complete assembly, in working
order, of equipment necessary to perform the required work; personnel services
preparatory to commencing actual work; and all other preparatory work required
to permit commencement of the actual work on the construction items for which
payment is provided for under the contract.

C. This shall include CONTRACTOR's preliminary arrangement for starting and
stopping construction operations, work schedules, and transportation of
equipment and personnel to and from the project.

D. The cost of all clean-up work as specified and not covered under other items shall
be included in the Bid. Values shall be included in the Bid Schedule, lump-sum
price, for "Mobilization".

E. The cost of water, power, etc. required by CONTRACTOR in performing the
work specified in the contract shall be included in the Bid. Values shall be
included in the Bid Schedule, lump-sum price, for "Mobilization".

F. The cost of the performance bond, payment bond, and any required permits,
insurance and/or other miscellaneous cost associated with this project shall be
included with the Bid. Values shall be included in the Bid Schedule, lump-sum
price, for "Mobilization”.

CMWC – 400,000 Gallon Upper Tank 01 71 13-2
G. PRE-CONSTRUCTION VIDEO RECORDS

1. The Contractor is required to produce a preconstruction video tape recording
of areas where work is to be performed. The video tape record shall be of
professional quality and the coverage shall be such, as to allow accurate
determination of location, size and conditions, etc. of existing features and
improvements within the rights-of-way. The Contractor shall provide the
Owner with a copy of the rights-of-way video tape before construction begins.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 01 71 23 - 1
SECTION 01 71 23
CONSTRUCTION SURVEYING

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Construction surveying requirements.

1.2 SUBMITTALS

A. Before contract closeout submit:
1. Documentation to verify accuracy of survey work.
2. When required by Laws and Regulations, submit a certificate signed by a licensed
professional certifying that elevations and locations of improvements conform
with the Contract Documents.
3. All survey data, survey information showing dimensions, location angles and
elevations of construction on contract Record Documents.

1.3 SURVEY REFERENCE POINTS

A. Known basic horizontal and vertical control points for the Project are indicated.

B. Locate and protect survey control points before starting site work, and preserve all
permanent reference points during construction.

C. Notify ENGINEER in writing within 24 hours of any survey work changes or
clarifications required for Project. Secure written authorization before making any
changes or relocations.

D. Report in writing when any reference point is lost or destroyed, or requires relocation
because of necessary changes in grades or locations.

E. Replace construction stakes damaged or destroyed by CONTRACTOR at no
additional cost to OWNER.

1.4 OWNER SUPPLIED SURVEYING

A. OWNER will provide a one-time location and layout by instrumentation and similar
appropriate means to include but not limited to the following:

1. Vertical Benchmark datum
2. Location of center of tank

CMWC – 400,000 Gallon Upper Tank 01 71 23 - 2
B. Any CONTRACTOR requested staking in addition to the initial one-time staking
provided by OWNER’s surveyor will be considered as re-staking. CONTRACTOR
shall pay all re-staking costs to the surveyor, at no additional cost to OWNER.

1.5 CONTRACTOR SUPPLIED SURVEYING

A. CONTRACTOR shall provide all additional surveying and construction layout as
required for completion of the Work.

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

3.1 PROJECT SURVEY REQUIREMENTS

A. Any work performed by CONTRACTOR without OWNER-provided survey
information shall be performed at CONTRACTOR’s own risk

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 03 10 00-1
SECTION 03 10 00
CONCRETE FORMWORK

PART 1 - GENERAL

1.01 DESCRIPTION

A. Work Included - Provide formwork in accordance with the provisions of this Section for
all cast-in-place concrete shown on the Drawings or required by other Sections of these
Specifications.

1.02 QUALITY ASSURANCE

A. Design of formwork - Is the Contractor's responsibility.

B. Standards - Comply with all pertinent provisions of the ACI 347.

C. Qualifications of workmen: Provide at least one person who shall be present at all times
during execution of this portion of the work and who shall be thoroughly familiar with
the type of materials being installed, the referenced standards, and the requirements of
this work, and who shall direct all work performed under this Section.

1.03 SUBMITTALS

A. Manufacturers' data - Within 30 calendar days after award of the Contract, submit
manufacturers' data and installation instructions for proprietary materials, including form
coatings, ties and accessories, and manufactured form systems if used.

PART 2 - PRODUCTS

2.01 FORM MATERIALS

A. Forms

1. Construct formwork for exposed (painted or unpainted) concrete surfaces with
smooth faced undamaged plywood or other panel type materials acceptable to the
Engineer, to provide continuous, straight, smooth as-cast surfaces. Furnish in
largest practicable sizes to minimize number of joints for "non-architectural"
concrete finish.

2. Construct formwork for concrete concealed from view or covered with cement
plaster with rough sawn boards of sound grade, as approved by the Engineer, to
provide a mechanical bond for subsequent application of plaster.

CMWC – 400,000 Gallon Upper Tank 03 10 00-2
3. Provide for material with sufficient thickness to withstand pressure of
newly placed concrete without excessive and objectionable bow or
deflection.

4. Concrete Column Forms: Sonoco products company regular "Sonotube"
fiber forms or equal. Provide in one piece per column.

B. Form Ties

1. Provide factory-fabricated, adjustable-length, removable or snapoff metal
form ties, designed to prevent form deflection and to prevent spalling
concrete surfaces upon removal.

2. Provide ties so that portion remaining within concrete after removal of
exterior parts is at least 3.8 cm (1.5") from the outer concrete surface.
Provide form ties which will not leave a hole larger than 2.5 cm (1")
diameter in the concrete surface.

C. Form Coatings - Provide commercial formulation form-coating compounds that
will not bond with, stain, nor adversely affect concrete surfaces requiring bond or
adhesion, nor impede the wetting of surfaces to be cured with water or curing
compounds.

2.02 DESIGN OF FORMWORK

A. General

1. Design, erect, support, brace, and maintain formwork so that it will safely
support vertical and lateral loads that might be applied, until such loads
can be supported by the concrete structure.

2. Carry vertical and lateral loads to ground by formwork system and
in-place construction that has attained adequate strength for the purpose.

3. Construct formwork so that concrete members and structures are of correct
size, shape, alignment, elevation, and position.

4. Design forms and falsework to include assumed values of live load, dead
load, weight of moving equipment operated on formwork, concrete mix,
height of concrete drop, vibrator frequency, ambient temperature,
foundation pressures, stresses, lateral stability, and other factors pertinent
to safety of structure during construction.

5. Provide shore and struts with positive means of adjustment capable of
taking up formwork settlement during concrete placing operations, using
wedges or jacks or a combination thereof.
CMWC – 400,000 Gallon Upper Tank 03 10 00-3
6. Provide trussed supports when adequate foundations for shores and struts
cannot be secured.

7. Support form facing materials by structural members spaced sufficiently
close to prevent objectionable deflection.

8. Fit forms placed in successive units for continuous surfaces to accurate
alignment, free from irregularities, and within allowable tolerances.

9. Provide camber in formwork as required for anticipated deflections due to
weight and pressures of fresh concrete and construction loads.

10. Provide formwork sufficiently tight to prevent leakage of cement paste
during concrete placement. Solidly butt joints and provide backup
material at joints as required to prevent leakage and fins.

B. Earth Forms

Side forms of footings may be omitted and concrete placed directly against excavation
only when requested by the Contractor and accepted by the Engineer. When omission of
forms is accepted, provide additional concrete 2.5 cm (1") on each side of the minimum
design profiles and dimensions shown.

PART 3 - EXECUTION

3.01 SURFACE CONDITIONS

Examine the substrate and conditions under which work of this Section is to be
performed, and correct unsatisfactory conditions which would prevent proper and timely
completion of the work. Do not proceed until unsatisfactory conditions have been
corrected.

3.02 FORM CONSTRUCTION

A. General

1. Construct forms complying with ACI 347, to the exact sizes, shapes, lines,
and dimensions shown, and as required to obtain accurate alignment,
location, grades, level, and plumb work in finish structures.

2. Provide for openings, offsets, sinkages, keyways, recesses, moldings,
reglets, chamfers, blocking, screeds, bullheads, anchorages, inserts, and
other features required. Use selected materials to obtain required finishes.

3. Forms for openings, and construction which accommodates installation by
other trades whose materials and products must be fabricated before the
CMWC – 400,000 Gallon Upper Tank 03 10 00-4
opportunity exists to verify the measurements of adjacent construction
which affects such installations, shall be accurately sized and located as
dimensioned on the Drawings. In the event that deviation from the
Drawing dimensions results in problems in the field, the Contractor shall
be responsible for resolution of the conditions as approved by the
Engineer, without additional expense to the Owner.

B. Fabrication

1. Fabricate forms for easy removal without hammering or prying against
concrete surfaces. Provide crush plates or wrecking plates where stripping
may damage cast concrete surfaces. Provide top forms for inclined
surfaces where the slope is too steep to place concrete with bottom forms
only. Kerf wood inserts for forming keyways- reglets, recesses, and the
like, to prevent swelling and assure ease of removal.

2. Provide temporary openings where interior area of formwork is
inaccessible for cleanout, for inspection before concrete placement, and
for placement of concrete. Brace temporary closures and set tightly to
temporary openings on forms in as inconspicuous locations as possible,
consistent with design requirements. Form intersecting planes to provide
true, clean cut corners.

C. Falsework

1. Erect falsework and support, brace and maintain it to safely support
vertical, lateral, and asymmetrical loads applied until such loads can be
supported by in-place construction. Construct falsework so that
adjustments can be made for take-up and settlement.

2. Provide wedges, jacks, or camber strips to facilitate vertical adjustments.
Carefully inspect falsework and formwork during and after concrete
placement operations to determine abnormal deflection or signs of failure;
make necessary adjustments to produce Work of required dimensions.

D. Forms for Exposed Concrete

1. Drill forms to suite ties used and to prevent leakage of concrete mortar
around tie holes. Do not splinter forms by driving ties through improperly
prepared holes.

2. Provide sharp, clean corners at intersecting planes, without visible edges
or offsets. Back joints with extra studs or girts to maintain true, square
intersections.

CMWC – 400,000 Gallon Upper Tank 03 10 00-5
3. Use extra studs, walers, and bracing to prevent objectionable bowing of
forms between studs and to avoid bowed appearance in concrete. Do not
use narrow strips of form material which will produce bow.

4. Assemble forms so they may be readily removed without damage to
exposed concrete surfaces.

E. Corner Treatment - Unless shown otherwise, form chamfers with 2 cm x 2 cm
(3/4" x 3/4") strips, accurately formed and surfaced to produce uniformly straight
lines and tight edge joints on exposed concrete. Extend terminal edges to required
limit and miter chamfer strips at changes in direction.

F. Control Joints - Locate as indicated

G. Provision for Other Trades - Provide openings in concrete formwork to
accommodate work of other trades. Verify size and location of openings, recesses
and chases with the trade requiring such items. Accurately place and securely
support items to be built into forms.

H. Cleaning and Tightening - Thoroughly clean forms and adjacent surfaces to
receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before
concrete is placed. Retighten forms immediately after concrete placement as
required to eliminate mortar leaks.

3.03 FORMS COATINGS

Coat form contact surfaces with form-coating compound before reinforcement is placed.
Do not allow excess form coating material to accumulate in the forms or to come into
contact with surfaces which will be bonded to fresh concrete. Apply in compliance with
manufacturer's instructions.

3.04 INSTALLATION OF EMBEDDED ITEMS

A. General - Set and build into the work anchorage devices and other embedded
items required for other work that is attached to, or supported by, cast-in-place
concrete. Use setting drawings, diagrams, instructions and directions provided by
suppliers of the items to be attached thereto.

B. Edge Forms and Screens Strips for Slabs - Set edge forms or bulkheads and
intermediate screed strips for slabs to obtain required elevations and contours in
the finished slab surface. Provide and secure units to support types of screens
required.

CMWC – 400,000 Gallon Upper Tank 03 10 00-6
3.05 SHORES AND SUPPORTS

Comply with ACI 347 for shoring and reshoring in multistory construction, and as herein
specified. Submit a shore removal and reshoring schedule and drawings for the
Engineer's review before proceeding with this work. Do not proceed until schedule and
drawings have been reviewed.

3.06 REMOVAL OF FORMS

A. Formwork not supporting concrete, such as sides of beams, walls, columns, and
similar parts of the work, may be removed after cumulatively curing at not less
than 100C (500F) for 24 hours after placing concrete, provided concrete is
sufficiently hard to not be damaged by form removal operation, and provided that
curing and protection operations are maintained.

B. Formwork supporting weight of concrete, such as beams soffits, joists slabs and
other structural elements should be removed according to the following table
unless the concrete attains a minimum strength specified by the Engineer.

Structural live load
less than structural
dead load

Structural live load
more than structural
dead load

Arch centers

14 days

7 days

Joist, beam, or girder soffits
Under 10 ft. clear span
between structural supports
10 to 20 ft. clear span
between structural supports
Over 20 ft. clear span
between structural supports

7 days

14 days

21 days

4 days

7 days

14 days

Slabs
Under 10 ft. clear span
between structural supports
10 to 20 ft. clear span
between structural supports
Over 20 ft. clear span
between structural supports

4 days

7 days

10 days

3 days

4 days

7 days

C. Form Facing Material - may be removed four days after placement, only if shores
and other vertical supports have been arranged to permit removal of form facing
material without loosening or disturbing shores and supports.

CMWC – 400,000 Gallon Upper Tank 03 10 00-7
3.07 RE-USE OF FORMS

Clean and repair surfaces of forms to be re-used in the work. Split, frayed, delaminated
or otherwise damaged form facing material will not be acceptable. Apply new form
coating compound material to concrete contact surfaces as specified for new formwork.
When forms are reused for successive concrete placement, thoroughly clean surfaces,
remove fins and laitance, and tighten forms to close all joints. Align and secure joints to
avoid offsets.

END OF SECTION 03 10 00
CMWC – 400,000 Gallon Upper Tank 03 20 00-1
SECTION 03 20 00
CONCRETE REINFORCEMENT

PART 1 - GENERAL

1.01 SCOPE

This specification section covers the requirements for furnishing, detailing, fabricating, and
placing reinforcing steel for cast-in-place concrete construction.

1.02 SUBMITTALS

A. Fully detailed shop drawings, including bending schedules and bending diagrams,
shall be submitted to the Engineer for review. Shop drawings shall show fabricating
and placing details and size and location of all reinforcing steel. Shop drawings shall
be prepared in accordance with the applicable requirements and guidelines of ACI
315.

B. Shop drawings shall be of such detail and completeness that all fabrication and
placement at the site can be accomplished. Shop drawings shall include number of
pieces, sizes, and markings of reinforcing steel, laps and splices, supporting devices
and accessories, and any other information required for fabrication and placement.

C. Contract Drawings for anchor bolt schedules and locations, anchors, hangers, inserts,
conduits, sleeves, and any other items to be cast in concrete shall be checked for
possible interference with reinforcing steel. Required clearances shall be indicated on
shop drawings.

D. Refer to Section 01 33 00 for submittal requirements.

1.03 CERTIFICATION

Certified copies of mill tests on each heat or melt of steel stating the grade and
physical and chemical properties of the reinforcing steel, and conformance with
ASTM Specifications, shall be available to the Engineer at the time of inspection or
sampling.

1.04 PRODUCT HANDLING

A. Each bundle of steel reinforcement shall be tagged at the mill with a mill tag showing
the name of the mill, melt or heat number, and type or grade of steel.

B. Steel reinforcement shall be delivered to the jobsite, stored, and covered in a manner
which will ensure that no damage shall occur to it from moisture, dirt, grease, or any
other cause which might impair bond with concrete.

CMWC – 400,000 Gallon Upper Tank 03 20 00-2
C. Steel reinforcement shall be stored off the ground and shall be kept in a clean
condition. Bars shall not be bent or straightened in a manner that will injure the
material. Bars for the various contract items shall be stockpiled separately and shall
not be used interchangeably.

D. A sufficient supply of approved steel reinforcement shall be stored at the site at all
times to ensure that there will be no delay of the work.

E. Identification of steel reinforcement shall be maintained after bundles are broken.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Reinforcing Bars: Reinforcing bars shall be new, deformed steel bars and shall
conform to the requirements of ASTM A615, Grade 60. Only Grade 60 reinforcing
bars will be permitted on the jobsite.

B. Welded Wire Fabric: Welded wire fabric shall be new, rectangular mesh, welded,
deformed steel wire fabric conforming to ASTM A185. Gauge or diameter of wire
and center-to-center spacings of wire shall be as shown on the Drawings.

C. Accessories: Reinforcement accessories, consisting of spacers, chairs, ties, and
similar items required for spacing, assembling, and supporting reinforcement in place,
shall conform with the applicable requirements of the reference standards
hereinbefore specified.

1. For footings or other concrete on grade, use supports with sand or precast
concrete bases or plates or horizontal runners where wetted base materials will
not support chair legs.

2. For exposed-to-view concrete surfaces, where legs of supports are in contact
with forms, provide supports with legs which are hot-dip galvanized, plastic
protected, or stainless steel protected.

D. Tie Wire: Tie wire for reinforcement shall be No. 16 gauge or heavier, black, mild or
commercial grade steel wire.

PART 3 - EXECUTION

3.01 CUTTING, BENDING AND SPLICING

A. General: Fabrication of steel shall be in accordance with the Drawings and reviewed
shop drawings. Where specific details are not indicated, comply with the applicable
requirements of the reference standards hereinbefore specified.

CMWC – 400,000 Gallon Upper Tank 03 20 00-3
B. Cutting and Bending: Cutting and bending shall be performed at a central location,
equipped and suitable for the purpose. Bars shall be accurately cut and bent as
indicated on the Drawings. Bars shall be bent cold. Heating of bars for bending or
straightening will not be permitted. Bars shall not be bent or straightened in any
manner which will injure the material. All bars shall be labeled in accordance with
bending diagrams and schedules, and like pieces secured in bundles if appropriate.

C. Splicing: Splicing shall be lap splices conforming to ACI 318 unless otherwise
shown on the Drawings. When splice information is missing, utilize Class "B" type
per AC1 318-95. Reinforcing bars shall not be welded.

D. Supplemental drawings will show locations of required splices and areas where
splicing will not be permitted. The Contractor will be permitted to splice reinforcing
steel at other locations for his convenience subject to the approval of the Engineer.

3.02 PLACING

A. All reinforcing steel shall be placed accurately in the positions shown on the
Drawings and held firmly during the placing and setting of concrete. When placed in
the work, reinforcing shall be free from dirt, grease, paint or other foreign substances.
The coating of epoxy-coated steel shall be unbroken with all damaged areas repaired
as specified in ASTM D3963. Uncoated steel shall be free from loose mill scale, and
heavy flaky rust that can be removed by firm rubbing with burlap or equivalent
treatment. After being placed, the reinforcing shall be maintained clean until
completely embedded in the concrete. Care shall be exercised to prevent any
disturbance of the reinforcing in concrete that has already been placed.

B. Welded wire fabric shipped in rolls shall be straightened into flat sheets before being
placed.

C. The CRSI-WCRSI "Recommended Practice for Placing Reinforcing Bars" shall be
used as a guide for placing, supporting, and tying the reinforcing steel.

D. Reinforcing shall be supported in position by means of concrete, metal or plastic
chairs, metal hangers, metal spacers, or other satisfactory metal supports. Concrete
blocks used for support purposes shall have a strength level and quality comparable to
the concrete in which they are used. The use of broken stone, metal pipe, and
wooden blocks will not be permitted. Concrete blocks shall be used for supporting
reinforcing on subgrade. Stainless steel, concrete, plastic coated or plastic supports, as
approved, shall be used for supporting reinforcing against surfaces which will be
exposed to view in the finished structure. The use of nails driven into the forms to
support the reinforcing steel will not be permitted. Reinforcing shall be placed so that
there will be a clear distance of at least one inch between the reinforcing and any
anchor bolts or other embedded metalwork.

CMWC – 400,000 Gallon Upper Tank 03 20 00-4
E. Unless otherwise specified, measurements made in placing reinforcing bars shall be
to the centerline of the bars, except that cover shall be measured to the outside surface
of the bar. No reinforcing steel shall be covered with concrete until it has been
checked by the Engineer and his permission given to proceed with the concreting.
The Engineer shall be given sufficient notice for inspection of the reinforcement.

F. All laps, hooks, and bends in reinforcing bars shall conform to the requirements of
ACI 315 and ACI 318 unless otherwise shown on the Drawings. Bars in lapped
splices shall be in contact and tied in such manner as to maintain at least the specified
minimum clearances to adjacent bars and the specified minimum covers. Lap splices
of closely spaced bars shall be staggered when possible and where required by or
permitted by the Engineer.

G. Welded wire fabric shall be lapped sufficiently to maintain uniform strength and shall
be securely fastened at the ends and edges. The laps shall conform to the
requirements of CRSI Publication, "Placing Reinforcing Bars."

H. The minimum concrete clear cover over reinforcing steel shall be 3 inches where the
concrete is against soil. In all other cases, the minimum concrete coverage for steel
reinforcement shall be as specified in ACI 318, Section 7.7, unless otherwise shown
on the Drawings.

I. Tolerances for Placing Reinforcing Steel:

1. Variation of protective covering:

Clear Cover Maximum Variation

6 inch 2 inch
4 inch 3/8 inch
3 inch 3/8 inch
2 inch 1/4 inch
1-1/2 inch 1/4 inch
1 inch 1/8 inch
3/4 inch 1/8 inch
2. Variation from indicated spacing: One bar diameter or 1-inch maximum.

3.03 CLEANING

Reinforcement at time of depositing concrete shall be free of all coatings which might impair
bond with concrete, such as form oil, curing compound, mud or heavy deposits of rust.

CMWC – 400,000 Gallon Upper Tank 03 20 00-5
3.04 NOTIFICATION AND INSPECTION

Contractor shall notify the Engineer at least 7 days ahead of each concrete placement, and no
concrete shall be placed until all reinforcing steel has been inspected by the Engineer after
installation by the Contractor.

3.05 CORRECTION DURING CONCRETE PLACEMENT

Capable steel workers shall be kept on the work at all times during the placing of concrete,
and they shall properly reset any reinforcement displaced by runways, workers, or other
causes. Reinforcement shall not be bent after being partially embedded in hardened concrete.

3.06 DEFECTIVE WORK

A. The following reinforcing steel work will be considered defective and may be ordered
by the Engineer to be removed and replaced by the Contractor at no additional cost to
the Owner:

1. Bars with kinks or bends not indicated on Drawings;
2. Bars injured due to bending or straightening;
3. Bars heated for bending or straightening;
4. Bars with broken epoxy coating;
5. Reinforcement not placed in accordance with the Drawings or Specifications;
6. Bars that have been welded.

END OF SECTION 03 20 00

CMWC – 400,000 Gallon Upper Tank 03 25 30-1
SECTION 03 25 30
CONCRETE JOINTS AND WATERSTOPS

PART 1 - GENERAL

1.01 SCOPE

A. This Specification Section covers the furnishing and installing of concrete waterstops,
and other concrete jointing material.

B. The Contractor shall construct expansion, contraction and construction joints in the
concrete work as shown on the Drawings or as directed by the Engineer. The Engineer
may require that a waterstop be placed in any or all types of joints.

1.02 DEFINITIONS

A. Expansion joint is defined as a joint filled with resilient material to permit concrete
dimensional change without damage to the concrete.

B. Contraction joint is defined as a concrete surface on or against which new concrete is to
be placed to provide for volumetric shrinkage of monolithic units or movement between
monolithic units but not bonded. The surface of the concrete first placed at a contraction
joint shall be coated with sealing compound before the concrete on the other side of the
joint is placed.

C. Construction joint is defined as a concrete surface that has reached its final setting and on
or against which new concrete is placed. Construction joints not indicated on the
Drawings shall be so made and located as to least impair the strength of the structure.
The Contractor shall show on his submittal drawings the proposed locations of all
construction joints for the Engineer's review.

l.03 SUBMITTALS

A. The Contractor shall provide a manufacturer's certificate warranting compliance of each
material with this specification. The certificate shall identify the material, quantity, batch
number, and date of manufacture.

B. Unless otherwise directed, the Contractor shall submit to the Engineer samples of
materials to be used.

1.04 QUALITY ASSURANCE

A. It is required that all waterstop field joints and mastic installation shall be subject to
continuous, rigid observation and no such work shall be scheduled or started without
prior arrangements with the Engineer for observation.
CMWC – 400,000 Gallon Upper Tank 03 25 30-2
B. All field joints in PVC waterstop shall be subject to rigid inspection for
misalignment, bubbles, inadequate bond, porosity, cracks, offsets and other
defects which would reduce the potential resistance of the material to water
pressure at any point. All defective joints shall be removed from the site and
disposed of by the Contractor.

PART 2 - PRODUCTS

2.01 GENERAL

All materials placed in contact with each other shall be checked for mutual compatibility.

2.02 WATERSTOPS

A. Waterstops shall be of an approved type, supplied by an approved manufacturer
and shall be plastic made of virgin polyvinylchloride (PVC) compound, shall be
ribbed, uniform in dimensions, dense, homogeneous, free from porosity, and as
detailed on the Drawings. No reclaimed PVC shall be used in the compound.
Manufacturer shall be Greenstreak, Durajoint or approved equal.

B. The finished waterstop material shall meet the following minimum requirements:

C. Factory made waterstop joints shall have a tensile strength across the joint equal
to at least 600 psi. Field splices and joints shall be made in accordance with the
waterstop manufacturer's instructions using a thermostatically-controlled heating
iron.

2.03 JOINT SEALANT

A. Joints shall be sealed using Sikaflex-2c NS, or approved equal, and shall meet the
requirements of ASTM C-920, Type M, Grade NS, Class 25 and FS-TT-S-
00227E, Type II, Class A. Color shall match color of concrete reservoir.

B. All joints receiving a joint sealant shall be primed using Sikaflex Primers
429/202, or approved equal.

Tensile strength 2,000 psi min. (ASTM D-638)
Ultimate elongation 350% min. (ASTM D-638)
Shore hardness 75 ± 5 (ASTM D-2240)
Specific gravity 1.38 max (ASTM D-792)
Stiffness in flexure 700 psi min. (ASTM D-747)
Cold brittleness No Failure at -35°F (ASTM D-746)
Water absorption: 48 hours 0.15% max (ASTM D-570)
Tear Resistance 290 lb./in. min. (ASTM D-624)
CMWC – 400,000 Gallon Upper Tank 03 25 30-3
PART 3 - EXECUTION

3.01 EXPANSION, CONTRACTION, AND CONSTRUCTION JOINTS

A. General: Joint locations and details not shown on the Drawings shall be in
accordance with a plan or schedule submitted to and accepted by the Engineer. In
no case shall any fixed metal, embedded in concrete, be continuous through an
expansion or contraction joint.

B. Construction Joint Treatment: As a lift is completed, the surface shall be
protected immediately from any condition that will damage the concrete.

C. Cleaning: Horizontal and vertical construction joints and other construction joints
indicated to be bonded shall be prepared for receiving the next lift by cleaning
with either wet sandblasting or high-pressure water jet shall be equal to that
obtained with wet sandblasting.

D. Vertical Construction and Contraction Joints: Bond is expected in vertical
construction joints, and they shall be cleaned. Bond is not expected in vertical
contraction joints, and they shall be coated with a bond breaker compound.
Curing compound on the joint may serve this purpose.

3.02 INSTALLING WATERSTOP

A. Waterstop shall be embedded in the concrete with equal portions on both sides of
the joint unless shown otherwise on the Drawings, and the concrete carefully
placed and vibrated to ensure a complete filling and bond between the concrete
and waterstop.

B. Waterstop material shall be laid in the longest practicable length, with joints
spliced to form a continuous watertight seal, and shall be supported and protected
from becoming damaged. Damaged waterstop shall be replaced at the Contractor's
own expense.

C. PVC waterstop shall be stored so as to permit free circulation of air around the
material and to protect it from direct rays of the sun.

D. In the event any PVC waterstop is installed in the concrete on one side of a joint
and will remain unembedded for more than 2 days, suitable precautions shall be
taken to shade and protect the exposed material from the direct rays of the sun
until the entire waterstop is embedded in concrete.

END OF SECTION 03 25 30
CMWC – 400,000 Gallon Upper Tank 03 30 00-1
SECTION 03 30 00
CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.01 DESCRIPTION

A. Work included - Provide all cast-in-place concrete, in place, as indicated on the
Drawings, specified herein, and needed for a complete and proper installation.

1.02 QUALITY ASSURANCE

A. Standards

1. Perform cast-in-place concrete work in accordance with ACI 3l8, latest
edition.

2. Comply with other standards specified in this Section.

3. In case of conflict between the referenced standards, the more stringent
requirements shall govern.

B. Qualifications of Installers

1. Throughout the progress of installation of the work of this Section,
provided at least one person who shall be thoroughly familiar with the
specified requirements, completely trained and experienced in the
necessary skills, and who shall be present at the site and shall direct all
work performed under this Section.

2. In actual installation of the work of this Section, use adequate numbers of
skilled workmen to ensure installation in strict accordance with the
approved design.

3. In acceptance of rejection of work performed under this Section, the
Engineer will make no allowance for lack of skill on the part of workmen.

C. Quality Control

1. Inspection and testing of concrete shall be performed by a testing firm
selected by the Owner. All testing shall be paid for by the Owner.

2. Do not begin concrete production until all mixes have been reviewed by
the Engineer.

CMWC – 400,000 Gallon Upper Tank 03 30 00-2
3. Testing. The determination of compressive strength in psi will be made by
testing 6-inch diameter by 12-inch cylinders, made and cured in
accordance with specifications for "Making and Curing Concrete
Compression and Flexural Strength Test Specimens in the Field (ASTM
C31) and the "Test for Compressive Strength of Cylindrical Concrete
Specimens" (ASTM C39). Tests and analyses of the aggregates and of the
resulting concrete will be made by the Engineer at frequent intervals from
the Trial Batch specified in Section 1.02 C 4a. The mixes used shall be
changed whenever, in the opinion of the Engineer, such change is
necessary or desirable to secure the required workability, density,
impermeability, surface finish and strength, and the Contractor shall be
entitled to no additional compensation because of such changes. The cost
of all laboratory tests on cement, aggregates, and concrete will be borne by
the Contractor, and the Contractor shall provide test cylinders and assist
the Engineer in obtaining specimens for testing.
Determine strength per ASTM C 39. Test 1 cylinder at 7 days, 2 cylinders
at 28 days and 1 cylinder at 56 days if the average of the 28 day cylinders
is not at the specified strength.

1.03 SUBMITTALS

A. General - Comply with provisions of Part 2.

B. Product data - within 30 calendar days after award of Contract submit:

1. Complete materials list of items proposed to be furnished and installed
under this Section;

2. Sufficient data to demonstrate compliance with the specified requirements;

3. Complete description of proposed curing methods;

4. Proposed concrete mix design submittal to include the following
information:

a. Sieve analysis and source identification of fine and coarse aggregates.
Include sand equivalency.
b. Source test results for aggregate organic impurities.
c. Source test results for deleterious aggregate per ASTM standards.
d. Proportioning of all materials.
e. Type of cement with mill certificate for cement.
f. Slump.
g. Air Content.
h. Brand, type, ASTM designation, and quantity of each admixture
proposed for use.
CMWC – 400,000 Gallon Upper Tank 03 30 00-3
i. 28-day cylinder compressive test results of trial mixes per ACI 350
and as indicated herein.
j. Shrinkage test results.
k. Standard deviation value for concrete production facility.

C. Shop Drawings - Accompanying the above submittal, submit complete Shop
Drawings including, but not necessarily limited to:

(1) Location of all proposed construction joints, keying, and water stops;

(2) Location of all openings, depressions, construction and control joints,
trenches, sleeves, inserts, and other items affecting reinforcement and
placing of concrete.

1.04 PRODUCT HANDLING

A. Protection - Use all means necessary to protect the materials of this Section
before, during, and after installation and to protect the work and materials of all
other trades.

B. Replacement - In the event of damage, immediately make all repairs and
replacements necessary to the approval of the Engineer and at no additional cost
to the Owner.

PART 2 - PRODUCTS

2.01 CONCRETE

A. Concrete shall be designed in accordance with ACI Standard Recommended
Practice for Design of Concrete mixes latest edition to produce the strength for
each type of concrete with the slumps and maximum sizes of coarse aggregates
specified. Compressive strength, maximum water content, and maximum slump
shall conform to the following:

Concrete unless otherwise specified:

Table 1 – Concrete Mix Design
Parameter Concrete
Properties
ASTM
Specification
56-day compressive
strength1 (f’c), psi 5,000 C 873
Shrinkage2 (%) 0.040 C 157
Set Time (hours) 6 ± 1 C 403
Air entrainment (%) 5 ± 1.5 C 173
Temperature, deg F ≤ 90 C 1094
Slump at max w/(c+p), in 5 to 7 max
CMWC – 400,000 Gallon Upper Tank 03 30 00-4
Class F Fly Ash3 (%) 20 min to 25 max A 618
w/(c+p) ratio 0.36 – 0.41
Cement content, per cubic
yard
Type I-II as
needed
Max Size Aggregate, in 1 ½ C33

Foot Notes to Table 1
1. The 28-day compressive strength of the concrete shall be at least 90% of
the 56-day compressive strength or ≥ 4,500 psi. Acceptance of the mix
will be based on the 56-day compressive strength.
2. For slabs larger than 10,000 square feet in area, a shrinkage-reducing
admixture (SRA) shall be added. A submittal of type and amount must be
made to the ENGINEER for approval. Water amount shall also be reduced
based on the amount of SRA added.
3. Fly ash substitution for cement shall be based on specific gravity and
weight of materials.
4. Initial approval of the concrete mix for permeability will be based on the
Master Builders Rapid Chloride Permeability and Chloride Ion Content
Estimator Program or other similar program/method that shows an
estimated permeability for the concrete mix. Final approval will be based
on certified results according to ASTM C 1202-97.

B. Concrete designated as "lean concrete":

1. Compressive strength at 28 days = 2,000 lbs/sq inch.
2. Minimum Cement Content = 4 sacks/cu yd.

2.02 CEMENT

A. General

1. All Portland Cement shall conform to the requirements of ASTM C150,
except that 28 day cube strength shall be a minimum of 387 kg per sq. cm
(5500 psi).

2. Cement to be used in construction at or below grade shall comply with the
requirements of Type II.

3. Cement for above grade construction shall be Type II or Type V.

4. Do not use cement having a temperature greater than 60 degrees C (140
degrees F).

B. Sequence of Use - Use only one brand of cement for the entire work and use in
the same sequence as received at the site.

CMWC – 400,000 Gallon Upper Tank 03 30 00-5
C. Mill Tests - Furnish mill tests for all cement. The 28 day cube strength results
may be submitted in a separate report but shall be related to the specific batch
tested.

2.03 AGGREGATE

A. General - All fine aggregates shall conform to requirements of ASTM C 33,
except as modified below:

U.S. Size Zone 2 Zone 3 Zone 4
3/8 inch 100 100 100
No. 4 100 100 100
No. 8 98-100 90-100 98-100
No. 16 55-90 75-100 90-100
No. 30 35-59 69-79 80-100
No. 50 8-30 12-40 15-50
No. 100 0-10 0-10 0-15

B. Coarse Aggregates

1. Coarse aggregate shall be crushed stone complying with ASTM C33.
2. If the Contractor demonstrates to the Engineer by tests that a finer
gradation can be used with the proposed fine aggregate to produce an
equal or better quality concrete, the use of the finer gradation will be
approved by the Engineer when complete substantiating data is submitted
and approved.

3. Quality Comparisons will be made on compressive strength, flexural
strengths, workability, and drying shrinkage.

C. Aggregate Sources - Provide aggregates from one source of supply only.

D. Aggregate sizes

1. Maximum aggregate size shall be not larger than one-fifth of the
narrowest dimension between sides of forms, one-third of the depth of
slabs, nor three-fourths of the minimum clear spacing between individual
reinforcing bars or bundles of bars.

2. Stockpile the aggregate in a manner to protect from contamination.

2.04 WATER

Water used as an ingredient in concrete shall be clean, potable, and free from injurious
amounts of foreign matter.

CMWC – 400,000 Gallon Upper Tank 03 30 00-6
2.05 CONCRETE ADMIXTURES

A. Air Entraining Agent. An air-entraining agent meeting the requirements of
"Specifications for Air Entraining Admixtures for Concrete" (ASTM C260) shall
be used. Sufficient air-entraining agent shall be used to provide a total air content
of 2 to 4 percent; provided that, when the mean daily temperature in the vicinity
of the worksite falls below 40oF for more than one day, the total air content
provided shall be 4 to 8 percent. The Owner reserves the right, at any time, to
sample and test the air-entraining agent received on the job by the Contractor. In
no event shall any of said agent be used for work under the contract without
approval by the Engineer. The air-entraining agent shall be added to the batch in
a portion of the mixing water. The solution shall be batched by means of a
mechanical batcher capable of accurate measurement.

B. Water-Reducing Agent. At the Contractor's option, or at the request of the
Engineer, but in either case at the expense of the Contractor, an admixture may be
added to the concrete to control the set, effect water reduction and increase
workability. Such admixtures may be either a hydroxylated carboxylic acid type
or a hydroxylated polymer type, but shall contain no calcium chloride. The
required quantities of cement shall be used in the mix regardless of whether or not
any admixture is used.

The quantity of admixture used and the method of mixing shall be in accordance
with the manufacturer's instructions. Where the air temperature at the time of
placement is expected to be consistently over 80`F, such admixture shall be Super
Concrete Emulsion's "Plastiment," Master Builder's "Pozzolith 300R," or equal.
Where the air temperature at the time of placementis expected to be consistently
under 40`F, such admixture shall be Super Concrete Emulsion's "Plastocrete A,"
or equal.

C. Calcium Chloride. The use of calcium chloride in concrete will not be permitted.

2.06 CURING MATERIALS

A. Burlap mats weighing approximately 305 grams per square feet (9 oz. per square
yard) for moist curing shall conform to AASHTO M182.

B. Liquid curing compound shall be Hunt Process 225-TU as manufactured by Hunt
Process Company, Santa Fe Springs, California or equal. It shall contain a
fugitive dye so that areas of application will be readily distinguishable for a
30-day period in the sunlight.

C. Asphalt emulsion damp-proofing agent shall be Laykold Waterproofing as
manufactured by Chevron Asphalt Company, Oakland, California or equal.

CMWC – 400,000 Gallon Upper Tank 03 30 00-7
2.07 OTHER MATERIALS

A. Waterstops shall be extruded from an elastomeric polyvinylchloride compound
and shall be as manufactured by Water Seals, Inc., Chicago, Illinois or equal. No
reclaimed or scrap material shall be used.

(1) Flat-strip waterstops shall have a minimum thickness of 3/16 of an inch
and shall be as shown in the drawings.

(2) Center-bulb waterstops shall be as shown on the drawings.

(3) Fittings shall be used at intersections of all ribbed waterstops.

B. Vapor barriers shall be polyethylene sheets having a minimum thickness of 0.2
mm.

C. Construction joint sealant shall be polyurethane polymer designed for bonding to
concrete which is continuously submerged in water. No material will be
acceptable which has an unsatisfactory history as to bond or durability when used
in the joints of hydraulic structures. Surface to be sealed shall be primed with
primer supplied by the same manufacturers supplying the sealant. No sealant will
be permitted to be used without a primer.

D. Concrete floor hardener shall be Conrad Sovig Company, "K-Natural," or equal.

E. Metallic aggregate, heavy-duty finish, shall be packaged ground and graded
cubicle-iron particles with dispersing agents formulated to blend with portland
cement for monolithic surface treatment. Use iron aggregate free from nonferrous
metals, oil, grease, rust, and other impurities.

F. Nonshrink grout shall be a ready-to-use metallic aggregate product requiring only
the addition of water at the job site, and shall have the following attributes:

(1) Be capable of producing a flowable grouting material having no drying
shrinkage or settlement at any age;

(2) The compressive strength of grout (50 mm or 2" cubes) shall be not less
than 350 kg per sq. cm (5,000 psi) at age seven days, and 527 kg per sq.
cm (7,500 psi) at age 28 days.

(3) Store, mix, and place the nonshrink grout in strict accordance with
manufacturer's recommendations as approved by the Engineer.

2.08 BATCHING, MIXING, AND DELIVERY EQUIPMENT

Use transit-mixed concrete from approved batching and mixing plant. Batch, mix, and
transport concrete to site in accordance with provisions of ASTM C 94.
CMWC – 400,000 Gallon Upper Tank 03 30 00-8

2.09 PUMPING OF CONCRETE

A. General. Pumping of concrete will be permitted only with the Engineer's
approval. If in the Engineer's opinion, the pumped concrete does not produce
satisfactory end results, the Contractor shall discontinue the pumping operation
and proceed with the placing of concrete using conventional methods.

B. Pumping Equipment.

(1) The pumping equipment must have two cylinders and be designed to
operate with one cylinder only in case the other one is not functioning. In
lieu of this requirement, the Contractor may have a standby pump on the
site during pumping.

(2) The minimum diameter of the hose (conduit) shall be 4 inches.

(3) Pumping equipment and hoses (conduits) that, in the opinion of the
Engineer, are not functioning properly, shall be replaced.

(4) Aluminum conduits for conveying the concrete will not be permitted.

C. Proportioning. Concrete shall conform to specifications subsections 2.01 through
2.05.

D. Field Control. Concrete samples for slump (ASTM C143) and test cylinders
(ASTM C31 and C39) will be taken at the placement (discharge) end of the line.

PART 3 - EXECUTION

3.01 INSPECTION

Examine the areas and conditions under which work of this Section will be performed.
Correct conditions detrimental to the proper and timely completion of the work. Do not
proceed until unsatisfactory conditions have been corrected.

3.02 CONCRETE PLACEMENT

A. General - Place concrete in compliance with practices and recommendations of
ACI 304, and as herein specified. Concrete which upon or before placing is found
not to conform to the requirements specified herein shall be rejected and
immediately removed from the work. Concrete which is not placed in accordance
with these specifications, or which is of inferior quality, as determined by the
Engineer, shall be removed and replaced by and at the expense of the Contractor.
No concrete shall be placed except in the presence of duly authorized
representative of the Engineer.

CMWC – 400,000 Gallon Upper Tank 03 30 00-9
B. Procedures

1. Deposit concrete continuously or in layers of such thickness that no
concrete will be placed on concrete which has hardened sufficiently to
cause the formation of seams or planes of weakness within the section.

2. If a section cannot be placed continuously, provide construction joints as
herein specified.

3. Perform concrete placing at such a rate that concrete which is being
integrated with fresh concrete is still plastic.

4. Deposit concrete as nearly as practicable in its final location to avoid
segregation due to rehandling and flowing.

5. Do not subject concrete to any procedure which will cause segregation.

6. Screen concrete which is to receive other construction to the proper level
to avoid excessive skimming and grouting.

7. Do not use concrete which becomes nonplastic and unworkable, or does
not meet the required quality control limits, or which has been
contaminated by foreign materials.

8. Remove rejected concrete from the site and dispose of it in a location
approved by the Engineer for that purpose.

C. Order of Placing Concrete.

(a) The order of placing concrete in all parts of the work shall be subject to
the approval of the Engineer. In order to minimize the effects of
shrinkage, the concrete shall be placed in units as bounded by construction
joints shown on the drawings. The placing of units shall be done by
placing alternate units in a manner such that each unit placed shall have
cured at least 7 days before the contiguous unit or units are placed, except
that the corner sections of vertical walls shall not be placed until all the
adjacent wall panels have cured at least 14 days.

D. Concrete Conveying

1. Handle concrete from the point of delivery and transfer to the concrete
conveying equipment, and to the locations of final deposit, as rapidly as
practicable and by methods which will prevent segregation and loss of
concrete mix materials.

CMWC – 400,000 Gallon Upper Tank 03 30 00-10
2. Provide runways for wheeled concrete conveying equipment from the
concrete delivery point to the locations of final deposit.

3. Keep interior surfaces of conveying equipment. Free from hardened
concrete, debris, water, and other deleterious materials.

4. Pumps may be used only if they can pump the mix designed. Do not add
fine aggregate or water to the mix to satisfy needs of a pumping device.

5. Use chutes or tremies for placing concrete where a drop of more than 2 m
(72") is required.

6. Where free drop through tremies exceeds 6 m (18'-0"), use flow checking
devices.

E. Placing Concrete in Forms

1. Deposit concrete in forms in horizontal layers not deeper than 60 cm
(24"), and avoid inclined construction joints.

2. Where placement consists of several layers, place each layer while
preceding layer is still plastic and to avoid cold joints.

3. Remove temporary spreaders in forms when concrete placing has reached
the elevation of such spreaders.

4. Do not place concrete in supporting elements until the concrete previously
placed in columns and walls is no longer plastic.

F. Placing Concrete Slabs

1. Deposit and consolidate concrete slabs in a continuous operation, within
the limits of construction joints, until the placing of a panel or section is
completed.

2. Consolidate concrete during placement by use of the specified equipment,
thoroughly working concrete around the reinforcement and into corners.

3. Consolidate concrete placed in beams and girders of supported slabs, and
against bulkheads of slabs on grade, as specified for formed concrete
structures.

4. Consolidate concrete in remainder of slabs by vibrating bridge screeds,
roller pipe screeds, or other methods acceptable to the Engineer.

CMWC – 400,000 Gallon Upper Tank 03 30 00-11
5. Limit the time of vibrating consolidation to prevent bringing an excess of
fine aggregate to the surface.

6. Bring slab surfaces to the correct level with a straightedge, and then strike
off.

7. Use bullfloats or darbies to smooth the surface, leaving it free from bumps
and hollows.

8. Do not sprinkle water on the plastic surface; do not disturb the slab
surfaces prior to start of finishing operations.

9. Concrete placed in sloping slabs shall proceed uniformly from the bottom
of the slab to the top, for the full width of the pour. As the work
progresses, the concrete shall be vibrated and carefully worked around the
slab reinforcement, and the surface of the pour screeded in an up-slope
direction.

G. Hot Weather Placing - Comply with ACI 305.

1. When hot weather conditions exist which would seriously impair the
quality and strength of concrete, place the concrete as follows:

(1) Maintain concrete temperature at time of placement below 32
degrees C (90` F). Use chilled mixing water or chopped ice to
control concrete temperature, provided the water equivalent of the
ice is calculated to the total amount of water.

(2) Cover reinforcing steel with water-soaked burlap if the steel
becomes too hot. Steel temperature shall not exceed the ambient
air temperature immediately prior to placement of concrete.

(3) Wet forms thoroughly prior to placement of concrete.

(4) Use set-control admixtures in the mix.

H. Cold Weather Placing. Comply with ACI 306.

1. Earth foundations shall be free from frost or ice when concrete is placed
upon or against them.

2. Design mix, mixing procedures, placing, finishing and curing of concrete
when the concrete temperature is lower than 55 degrees F or when the
temperature of the air is lower than 40 degrees F shall be deemed "cold
weather" concrete work and shall require additional and special
procedures for such work.

CMWC – 400,000 Gallon Upper Tank 03 30 00-12
3. Concrete aggregates shall be warmed, water shall be warmed, and all
equipment shall be kept as near concrete temperature as possible.
Water-cement ratio shall be carefully adjusted to prevent excessive cooling or
possible freezing. An excessively low temperature conditions, all areas to
receive concrete shall be protected with enclosures and the temperature
maintained above the allowed minimum with space heaters or similar
equipment.

4. After concrete is placed and compacted the finishing shall be done as quickly
as possible and the concrete retained at a temperature of not less than 50
degrees F for at least 72 hours, after which time the temperature may be
reduced at the rate of not more than one degree F per hour for the first 24
hours. Calcium chloride, other salts, or foreign materials shall not be used in
concrete to prevent freezing.

5. During curing, freezing of concrete shall be prevented. Any concrete
frozen before completely cured shall be removed and replaced by the
Contractor at no additional cost to the Owner.

6. Where artificial heat is employed, special care shall be taken to prevent
the concrete from drying.

3.03 CONSOLIDATION

A. General

1. Consolidate all concrete in accordance with provisions of ACI 309.

2. Consolidate each layer of concrete immediately after placing, by use of
internal concrete vibrators supplemented by hand-spading, rodding, or
tamping.

3. Do not use vibrators to transport concrete inside the forms.

4. During all phases of operation, maintain a frequency of not less than
10,000 vibrations per minute per internal vibrator.

5. Do not vibrate forms or reinforcement.

B. Equipment

1. Provide adequate number of units and power source at all times. Maintain
spare units on hand to ensure adequacy.

2. If, in the opinion of the Engineer, the equipment being used is not
adequate to accomplish proper consolidation, the Engineer may order
delay in further placement of concrete until such equipment is available
for use at the location of placement of concrete.
CMWC – 400,000 Gallon Upper Tank 03 30 00-13

C. Procedures

1. Limit duration of vibration to time necessary to produce satisfactory
consolidation without causing segregation of aggregates.

2. Insert the vibrator so as to penetrate the lift immediately below the one
being placed, and manipulate to blend the two lifts.

3. Do not insert the vibrator into lower courses which have begun to set.
4. Use the vibrator to melt down the concrete as it is being placed, and use
the vibrator to consolidate the mass of concrete.

5. In the case of wall construction, assign at least one vibrator and
vibrator-operator to melting down the mix; and assign at least one other
vibrator and vibrator-operator to consolidating the mass of concrete.

6. Spacing between insertions of the vibrator which is used to consolidate
shall not exceed twice the radius of action as shown in table 5.1.4 of ACI
309.

7. Under no circumstances shall the points of insertion during the
consolidation phase be more than 45 cm (18") apart.

D. Maintenance of Vibrators - Initiate a maintenance program for the vibrators to
assure that they are operating at peak efficiency at all times, and to facilitate
effective consolidation of the concrete.

3.04 JOINTS

A. Construction Joints.

1. General.

(a) Construction joints shall be provided where shown on the
drawings. If construction joints necessary for the progress of the
work are not shown on the drawings, show them in complete detail
on the Shop Drawings required under paragraph 1.03 C.

(b) Provide keyways 1 1/2 inch deep in all construction joints in walls,
slabs, and between footings and walls.

(c) Place construction joints perpendicular to the main reinforcement.
Continue all reinforcement across construction joints.

(d) Except where otherwise shown or specified, at all joints where
waterstops are required, the joint face of the first pour shall be
CMWC – 400,000 Gallon Upper Tank 03 30 00-14
coated with liquid curing compound (paragraph 2.06 B). The
surfaces of the groove for the sealant shall not be coated.

2. Construction Joint Sealant.

(a) Where shown, construction joints in floor slabs shall be provided
with tapered grooves which shall be filled with a construction joint
sealant. The material used for forming the tapered grooves shall be
left in the grooves until just before the grooves are cleaned and
filled with joint sealant. After removing the forms from the
grooves, all laitance and fins shall be removed, and the grooves
shall be sandblasted. The grooves shall be allowed to become
thoroughly dry, after which they shall be blown out; immediately
thereafter, they shall be primed and filled with the construction
joint sealant. The primer and sealant shall be placed strictly in
accordance with the recommendations of the manufacturer, taking
special care to properly mix the sealant prior to application. All
sealant shall cure at least 7 days before the structure is filled with
water.

(b) All sealant shall be installed by a competent waterproofing
subcontractor who has a successful record of performance in
similar installations. Before work is commenced, the crew doing
the work shall be instructed as to the proper method of application
by a representative of the sealant manufacturer. The Contractor
shall provide a 5-year written guarantee of the entire sealant
installation against defects in materials and workmanship, together
with a statement that he agrees to repair or replace, to the
satisfaction of the Owner, at not cost to the Owner, any such
defective areas which become evident within said 5-year guarantee
period.

3. Waterstops. Care shall be used in placing concrete around waterstops.
The concrete shall be carefully worked by rodding and vibrating to make
sure that all air and rock pockets have been eliminated. Where flat-strip
type waterstops are used, the concrete shall be worked under the
waterstops by hand, making sure that all air and rock pockets have been
eliminated.

B. Isolation Joints in Slabs on Grade. Provide isolation joints in slabs on grade at
point of contact between slabs on grade and vertical surfaces where indicated.
Caulk in accordance with the provisions of Section 03 25 30.

C. Control Joints in Slabs on Grade. Provide control joints in slabs on grade to form
panels or patterns as shown. Use one of the following alternates:

(1) Cast a formed sheet metal key in the slab.

CMWC – 400,000 Gallon Upper Tank 03 30 00-15
(2) Insert a pre-molded hardboard or fiberboard strip into the fresh concrete
until the top surface of the strip is flush with the slab surface. After the
concrete has cured for at least seven days, remove inserts and clean loose
debris from the joint. Caulk in accordance with the provisions of Section
03 25 30. Discontinue reinforcement at control joints except where noted
otherwise on the drawings.

3.05 CONCRETE FINISHING

A. Finish of Formed Surfaces

1. Rough Form Finish

(1) Provide as-cast rough form finish to formed concrete surfaces that
are to be concealed in the finish work or by any other construction.

(2) Standard rough form finish shall be the concrete surface having the
texture imparted by the form facing material used, with tie holes
and defective areas repaired and patched, and all fins and other
projections exceeding 6 mm (1/4") in height rubbed down or
chipped off.

2. Smooth Form Finish

(1) Provide as-cast smooth form finish for formed concrete surfaces
that are to be exposed to view, or that are to be covered with a
coating material other than cement plaster applied directly to the
concrete.

(2) Produce smooth form finish by selecting form material to impart a
smooth, hard, uniform texture and arranging them orderly and
symmetrically with a minimum of seams.

(3) Repair and patch defective areas with all fins and other projections
completely removed and smoothed.

3. Related Unformed Surfaces - At tops of walls, horizontal offsets, and
similar unformed surfaces occurring adjacent to formed surfaces, strike off
smooth and finish with a smooth troweled finish.

B. Monolithic Slab Finishes

1. Scratch Finish

(1) Apply scratch finish to monolithic slab surfaces that are to receive
concrete floor topping or mortar setting beds for terrazzo tile and
other bonded applied cementitious-finish flooring material.

CMWC – 400,000 Gallon Upper Tank 03 30 00-16
(2) After placing slabs, plane the surface to a tolerance not exceeding 6
mm (1/4") in 60 cm (24") when tested with a straightedge.

(3) Slope uniformly to drains where required.

(4) After leveling, roughen the surface before its final set by using a
stiff broom, a brush, or a rake.

2. Float Finish

(1) Apply float finish to monolithic slab surfaces that are to receive
trowel finish and other finishes as specified, and to slab surfaces
which are to be covered with insulation, and as otherwise shown on
the Drawings or in the schedules.

(2) After placing concrete slabs, do not work the surface further until
ready for floating.

(3) Begin floating when the surface water has disappeared and when
the concrete has stiffened sufficiently to permit operation of a
power driven float, or both.

(4) Consolidate the surface with power-driven floats, or by
hand-floating if area is small or inaccessible to power units.

(5) Check and level the surface plane to a tolerance not exceeding 6
mm (1/4") in 3 m (10'-0") when tested with a 3 m (10'-0")
straightedge placed on the surface at not less than two different
angles.

(6) Cut down high spots and fill low spots.

(7) Uniformly slope to drains where required.

(8) Immediately after leveling, refloat the surfaces to a smooth,
uniform, granular texture.

3. Trowel Finish

(1) Apply trowel finish to monolithic slab surfaces that are to be
exposed to view, unless otherwise shown, and to slab surfaces that
are to be covered with resilient flooring, carpeting, paint, or other
thin-film finish coating system.

(2) After floating, begin the first trowel finish operation using a
power-driven trowel. Begin final troweling when the surface
produces a ringing sound as the trowel is moved over the surface.
CMWC – 400,000 Gallon Upper Tank 03 30 00-17

(3) Consolidate the concrete surface by the final hand troweling
operation, free from trowel marks, uniform in texture and
appearance, and with a surface plane to tolerance not exceeding 3
mm (1/8") in 3 m (10'-0") when tested with a 3 m (10'-0")
straightedge.

(4) Grind smooth those surface defects which would telegraph through
applied floor covering system.

4. Nonslip Broom Finish

(1) Apply nonslip broom finish to exterior concrete platforms, steps,
and ramps, and elsewhere as shown on the Drawings or in the
schedules.

(2) Immediately after trowel finishing, slightly roughen the concrete
surface by brooming in the direction perpendicular to the main
traffic route. Use a fiber bristle broom.

(3) Coordinate the required finish with the Engineer prior to
application.

5. Chemical Hardener Finish

(1) Apply chemical hardener finish to all exposed dry interior concrete
floors.

(2) Apply liquid chemical hardener after complete curing and drying
of the concrete surface.

(3) Dilute the liquid hardener with water and apply three coats:

a. First Coat: 1/3 strength
b. Second Coat: 1/2 strength
c. Third Coat: 2/3 strength

(4) Evenly apply all coats allow 24 hours drying time between coats.

6. Heavy-Duty Wear-Resistant Finish.

(1) Provide heavy-duty wear-resistant finish to slab surfaces
maintenance area of the Control Building.

(2) Premix Portland Cement and required dispersing agents, and
deliver to the site in moisture-resistant sealed bags.

CMWC – 400,000 Gallon Upper Tank 03 30 00-18
(3) Apply the premixed material at the manufacturer's recommended
rate, providing not less than 7.35 kg of material per sq. m (1.4 lbs.
per sq. ft.).

(4) Immediately following the first floating operation, uniformly
distribute over the concrete surface approximately 1/2 of the
specified weight of the blended dry shake materials, and embed
with power floating.

(5) After the first dry shake application has been embedded, uniformly
distribute the remaining portion of blended dry shake material at
right angles to the first application, and embed by power floating.

(6) Comply with manufacturer's application instructions.

(7) After completion of broadcasting and floating, apply a trowel
finish as specified herein.

3.06 CURING AND DAMPPROOFING

A. General. All concrete shall be cured for not less than 14 days after placing, in
accordance with the methods specified herein for the different parts of the work,
and described in detail in the following subsections.

Surface to be Cured or Dampproofed Method

Unstripped wooden forms 1

Construction joints between footings and
walls, and between floor slab and columns 2

Encasement concrete and thrust blocks 3

All concrete surfaces not specifically
provided for elsewhere in this subsection 4

Floor slabs in hydraulic structures and
exterior surfaces of exposed roof slabs 5

Exterior buried surfaces of walls 6

(1) Method 1. Wooden forms shall be wetted immediately after concrete has
been poured and shall be kept wet with water until removed. If forms are
removed with 14 days of placing the concrete, curing shall be continued in
accordance with the applicable method.

(2) Method 2. The surface shall be covered with burlap mats which shall be
kept wet with water for the duration of the curing period, until the concrete
CMWC – 400,000 Gallon Upper Tank 03 30 00-19
in the walls has been placed. No curing compound shall be applied to
surfaces cured under Method 2.

(3) Method 3. The surface shall be covered with moist earth not less than 4
hours, nor more than 24 hours, after the concrete is placed.

(4) Method 4.

(a) The surface shall be sprayed with a liquid curing compound which
will not affect the bond of paint to the concrete surface. It shall be
applied in accordance with the manufacturer's instructions at a
maximum coverage rate of 200 square feet per gallon in such a
manner as to cover the surface with a uniform film which will seal
thoroughly.

(b) Where the curing compound method is used, care shall be
exercised to avoid damage to the seal during the curing period.
Should the seal be damaged or broken before the expiration of the
curing period, the break shall be repaired immediately by the
application of additional curing compound over the damaged
portion.

(c) Wherever curing compound may have been applied by mistake to
surfaces against which concrete subsequently is to be placed and to
which it is to adhere, said compound shall be entirely removed by
wet sandblasting just prior to the placing of new concrete.

(d) Where curing compound is specified, it shall be applied within 2
hours after completion of the finish on unformed surfaces, and
within 2 hours after removal of forms on formed surfaces. Repairs
required to be made to formed surfaces shall be made within the
said 2-hour period; provided however, that any such repairs which
cannot be made within the said 2-hour period shall be delayed until
after the curing compound has been applied. When repairs are to
be made to an area on which curing compound has been applied,
the area involved shall first be wet-sandblasted to remove the
curing compound, following which repairs shall be made as
provided under subsection 3.08.

5. Method 5. Immediately after the concrete has been troweled, it shall be
given a coat of curing compound in accordance with subsection (e),
herein. Not less than 1 hour nor more than 4 hours after the coat of curing
compound has been applied, the surface shall be wetted with water
delivered through a fog nozzle, and concrete-curing blankets shall be
placed on the slabs. The curing blankets shall consist of one of the
following two types:

CMWC – 400,000 Gallon Upper Tank 03 30 00-20
(a) Sheets of heavy, waterproof sisalkraft paper laid with the edges
butted together and with the joints between strips sealed with
2-inch wide strips of sealing tape or with the edges lapped not less
than 3 inches and fastened together with a waterproof cement to
form a continuous watertight joint.

(b) Sheets of clear polyethylene having a thickness of not less than 6
mils laid with edges butted together and with the joints between
sheets sealed with 1-inch wide strips of acetate tape.

The curing blankets shall be left in place during the 14-day curing
period and shall not be removed until after concrete for adjacent
work has been placed. Should the curing blankets become torn or
otherwise ineffective, the Contractor shall replace damaged
sections. During the first 7 days of the curing period, no traffic of
any nature and no depositing, temporary or otherwise, of any
materials shall be permitted on the curing blankets. During the
remainder of the curing period, foot traffic and temporary
depositing of materials that impose light pressure will be permitted
only on top of plywood sheets 5/8-inch minimum thickness, laid
over the curing blanket.

6. Method 6.

(a) The surface shall be sprayed with a dampproofing agent consisting
of an asphalt emulsion immediately after the wall forms have been
removed. The asphalt emulsion shall be approved by the Engineer.
Application shall be in two coats. The first coat shall be diluted to
2 strength by the addition of water and shall be sprayed on so as to
provide a maximum coverage rate of 100 square feet per gallon of
dilute solution. The second coat shall consist of an application of
the specified material, undiluted, and shall be sprayed on so as to
provide a maximum coverage rate of 100 square feet per gallon.

3.08 REMEDIAL WORK

A. General. Reinforce or replace deficient work as directed by the Engineer and at no
additional cost to the Owner.

B. Care and Repair of Concrete. The Contractor shall protect all concrete against
injury or damage from excessive heat, lack of moisture, overstress, or any other
cause until final acceptance by the Owner. Particular care shall be taken to
prevent the drying of concrete and to avoid roughening or otherwise damaging the
surface. Any concrete found to be damaged, or which may have been originally
defective, or which becomes defective at any time prior to the final acceptance of
the completed work, or which departs from the established line or grade, or
which, for any other reason, does not conform to the specifications, shall be
CMWC – 400,000 Gallon Upper Tank 03 30 00-21
satisfactorily repaired or removed and replaced with acceptable concrete at the
Contractor's expense.

C. Treatment of Surface Defects.

1. As soon as forms are removed, all exposed surfaces shall be carefully
examined and any irregularities shall be immediately rubbed or ground in
a satisfactory manner in order to secure a smooth, uniform, and continuous
surface. Plastering or coating of surfaces to be smoothed will not be
permitted. No repairs shall be made until after inspection by the Engineer,
and then only in strict accordance with his directions. Concrete containing
voids, holes, honeycombing, or similar depression defects, shall be
completely removed and replaced; provided that where required or
approved by the Engineer, defects shall be repaired with gunite or with
cement mortar placed by an approved compressed air mortar gun. In no
case will extensive patching of honeycombed concrete be permitted. All
repairs and replacements herein specified shall be promptly executed by
the Contractor at his own expense.

2. Defective surfaces to be repaired as specified in subsection (a) hereof shall
be cut back from trueline a minimum depth of 2-inch over the entire area.
Feathered edges shall be avoided. Where chipping or cutting tools are not
required in order to deepen the area properly, the surface shall be prepared
for bonding by the removal of all laitance or soft material, and not less
than 1/32-inch depth of the surface film from all hard portions, by means
of an efficient sandblast.

After cutting and sandblasting, the surface shall be wetted sufficiently in
advance of shooting with gunite or with cement mortar so that while the
repair material is being applied, the surfaces under repair will remain
moist, but not so wet as to overcome the suction upon which a good bond
depends. The material used for repair purposes shall consist of a mixture
of 1 sack of cement to 3 cubic feet of sand. For exposed walls, the cement
shall contain such a proportion of Atlas white portland cement as is
required to make the color of the patch match the color of the surrounding
concrete.

3. Holes left by tie-rod cones shall be reamed with suitable toothed reamers
so as to leave the surfaces of the holes clean and rough. These holes then
shall be repaired in an approved manner with dry-packed mortar. Holes
left by form tying devices having a rectangular cross-section, and other
imperfections having a depth greater than their least surface dimension,
shall not be reamed but shall be repaired in an approved manner with
dry-packed mortar.

4. All repairs shall be built up and shaped in such a manner that the
completed work will conform to the requirements of Section 03 30 00,
subsection 3.05, using approved methods which will not disturb the bond,
CMWC – 400,000 Gallon Upper Tank 03 30 00-22
cause sagging, or horizontal fractures. Surfaces of said repairs shall
receive the same kind and amount of curing treatment as required for the
concrete in the repaired section.

5. Prior to filling any structure with water, any cracks that may have
developed shall be "vee'd" as shown on the drawings and filled with
sealant conforming to the requirements of subsections 2.07 C and 3.04 A
of this section.

3.09 TOLERANCES

A. General. The Contractor shall set and maintain concrete forms so as to ensure that
the completed work is within the tolerances specified herein. "Tolerance" is
defined as the permissible variation from lines, grades, or dimensions shown on
the drawings. Where tolerances are not stated in the specifications, permissible
deviations will be according to ACI 347.

B. Special Tolerances.

Item Tolerance

1. Variation of the constructed In 10 feet: 1/4 inch
linear outline from the In 20 feet or more: 2 inch
established position in plan

2. Variation from the level or from In 10 feet: 1/4 inch
the grades shown on the drawings In 20 feet or more: 2 inch

3. Variation from the plumb In 10 feet: 1/4 inch
In 20 feet or more: 2 inch

4. Variation in the thickness of Minus 1/4 inch
slabs and walls Plus 2 inch

5. Variation in the locations and + 1/4 inch
sizes of slab and wall openings

END OF SECTION 03 30 00

CMWC – 400,000 Gallon Upper Tank 05 05 10-1
SECTION 05 05 10
HOT-DIP GALVANIZING

PART 1 - GENERAL

1.01 DESCRIPTION

This section provides specifications for steel pieces requiring a hot-dip galvanized
coating. Unless otherwise indicated, all steel items weighing 100 pounds or less, and
larger items as specified or shown on the drawings, including ladders, shall be hot-dip
galvanized.

1.02 QUALITY CONTROL

Hot-dip zinc coating shall conform to the following ASTM specifications:

A120 Specification for Black and Hot-Dipped Zinc Coated Welded and
Seamless Steel Pipe for Ordinary Uses.

A123 Specifications for Zinc Coatings on Structural Steel Shapes, Plates, and
Bars and Their Products.

A153 Specifications for Zinc Coating on Iron and Steel Hardware.

A384 Safeguarding Against Warpage and Distortion During Hot-Dip
Galvanizing of Steel Assemblies.

A385 Providing High Quality Zinc Coatings on Assembled Products.

A386 Zinc Coating on Assembled Steel Products.

PART 2 - PRODUCTS (not used)

PART 3 - EXECUTION

3.01 FIELD REPAIR

Damaged surfaces of galvanized metals shall be cleaned and touched up with zinc
dust-zinc oxide coating. Field repair of galvanized surfaces shall be accomplished with
Z.R.C., as manufactured by Z.R.C. Chemical Products Co., Galvicon, as manufactured by
Galvicon Co., or approved equal.

END OF SECTION 05 05 10

CMWC – 400,000 Gallon Upper Tank 05 50 00-1
SECTION 05 50 00
MISCELLANEOUS METALWORK

PART 1 GENERAL

1.01 DESCRIPTION

This section provides specifications for steel accessories, including seat angles, supports and
brackets, and other miscellaneous metalwork.

1.02 QUALITY ASSURANCE

Shop and field welding shall conform to the requirements of the AISC specifications.

The use of salvaged, reprocessed or scrap materials will not be permitted.

PART 2 - PRODUCTS

2.01 MATERIALS

Nonstructural steel bars, angles, clips, and similar items - ASTM A36 or ASTM A283

Iron castings - ASTM A48

Structural steel tubing - ASTM A500, Grade B

Steel bolts (except flanges and anchor bolts) - ASTM A307, Grade A

Stainless steel - ASTM A320 Type 316

Welded stainless steel - ASTM A320 Type 316L

2.02 FABRICATION

A. General. Holes shall be punched 1/16 inch larger than the nominal size of the bolts,
unless otherwise indicated. Whenever needed, because of the thickness of the metal,
holes shall be subpunched and reamed or shall be drilled. No drifting of bolts nor
enlargement of holes will be allowed to correct misalignment.

All cutting, drilling, punching, threading and tapping required for miscellaneous metal or
adjacent work shall be performed prior to hot-dip galvanizing. Field work shall not be
permitted on galvanized items.

CMWC – 400,000 Gallon Upper Tank 05 50 00-2
B. Seat Angles, Supports and Brackets. Seat angles over slide gate guides shall be welded
to the guides. Seat angles for grating, supports for floor plates, clips for precast panels
and brackets for piping shall be steel, of sizes shown and shall be hot-dip galvanized after
fabrication unless otherwise noted.

C. Miscellaneous Steel Metalwork. All custom fabricated steel metalwork other than
structural steel shall be considered miscellaneous steel metalwork. Miscellaneous steel
metalwork including embedded and nonembedded steel metalwork, brackets, hangers and
inserts shall be as indicated on the drawings. All miscellaneous steel metalwork shall be
hot-dip galvanized after fabrication.

PART 3 - EXECUTION

3.01 INSTALLATION

A. General. Field work shall not be permitted on galvanized items. Drilling of bolts or
enlargement of holes to correct misalignment will not be allowed.

Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes,
coatings or isolators as approved.

Metalwork to be embedded in concrete shall be placed accurately and held in correct
position while the concrete is placed or, if shown or accepted, recesses or blockouts shall
be formed in the concrete. The surfaces of metalwork in contact with or embedded in
concrete shall be thoroughly cleaned of all rust, dirt, grease, loose scale, grout, mortar
and other foreign matter. If accepted, recesses may be neatly cored in the concrete after it
has attained its design strength and the metalwork grouted in place.

B. Seat Angles, Supports and Guides. Seat angles for grating and supports for floor plates
shall be set so that they are flush with the floor and also maintain the grating and floor
plates flush with the floor.

3.02 CLEANING

After installation, damaged surfaces of shop primed metals shall be cleaned and touched up with
the same material used for the shop coat. Damaged surfaces of galvanized metals shall be
cleaned and touched up with zinc dust-zinc oxide coating.

END OF SECTION 05 50 00

CMWC – 400,000 Gallon Upper Tank 07 16 16-1
SECTION 07 16 16
XYPEX ADMIXTURE

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: Furnishing of all labor, materials, services and equipment necessary for
the supply and installation of crystalline waterproofing additive to concrete structures as
indicated on the drawings and as specified herein. The admixture shall specifically be
added to water-retaining concrete structures. The Xypex C-500 crystalline waterproofing
material shall be added to concrete during the mixing cycle.

B. Related Sections:

1. Section 03 30 00 - Cast-In-Place Concrete

1.2 REFERENCES

A. Applicable Standards: The following standards are referenced herein.

1. American Society for Testing and Materials (ASTM)
2. Army Corps of Engineers (CRD)
3. American Concrete Institute (ACI)
4. NSF International (NSF)

1.3 SYSTEM DESCRIPTION

A. Crystalline Waterproofing Additive: Concrete waterproofing system shall be of the
crystalline type that chemically controls and permanently fixes a non-soluble crystalline
structure throughout the capillary voids of the concrete. The system shall cause the concrete
to become sealed against the penetration of liquids from any direction, and shall protect
the concrete from deterioration due to harsh environmental conditions.

1.4 SYSTEM PERFORMANCE REQUIREMENTS

A. Testing Requirements: Crystalline waterproofing system shall be tested in accordance with
the following standards and conditions, and the testing results shall meet or exceed the
performance requirements as specified herein.

B. Compressive Strength: Independent testing shall be performed according to ASTM C39
"Compressive Strength of Cylindrical Concrete Specimens". Concrete samples containing
the crystalline waterproofing additive shall be tested against untreated control sample. At
28 days, the treated samples shall exhibit a minimum of 10% increase in compressive
strength over the control sample.

CMWC – 400,000 Gallon Upper Tank 07 16 16-2
1.5 SUBMITTALS

A. Product Data: Submit product data, including manufacturer's specifications, installation
instructions, and general recommendations for waterproofing applications. Also include
manufacturer's certification or other data substantiating that products comply with
requirements of Contract Documents.

B. Test Reports: Submit, for acceptance, complete test reports from approved independent
testing laboratories certifying that waterproofing system conforms to performance
characteristics and testing requirements specified herein.

C. Manufacturer's Certification: Provide certificate signed by manufacturer or manufacturer's
representative certifying that the materials to be installed comply in all respects with the
requirements of this specification.

1.6 QUALITY ASSURANCE

A. Manufacturer Qualifications: Manufacturer to be ISO 9001 registered, and to have no less
than 10 years experience in manufacturing the crystalline waterproofing additive for the
required work. Manufacturer must be capable of providing field service representation
during construction phase. Manufacturers that cannot provide the performance test data
specified herein will not be considered for the project.

B. Applicator: Installer of crystalline waterproofing additive shall be approved by the
manufacturer or manufacturer's representative in writing.

C. Pre-Installation Conference: Prior to installation of waterproofing, conduct meeting with
ENGINEER, OWNER's representative, applicator (concrete supplier), concrete placer and
waterproofing manufacturer's representative to verify and review the following:

1. Project requirements for waterproofing as set out in Contract Document.

2. Manufacturer's product data including application instructions.

D. Technical Consultation: The waterproofing manufacturer's representative shall provide
technical consultation on waterproofing application.

1.7 DELIVERY, STORAGE AND HANDLING

A. Ordering: Comply with manufacturer's ordering instructions and lead time requirements to
avoid construction delays.

B. Delivery: Deliver packaged waterproofing materials to project site in original undamaged
containers, with manufacturer's labels and seals intact.
C. Storage: Store waterproofing materials in dry, enclosed location, at temperature and
humidity conditions recommended by manufacturer.
CMWC – 400,000 Gallon Upper Tank 07 16 16-3

1.8 WARRANTY

A. Manufacturer's Warranty: Manufacturer shall provide standard product warranty executed
by authorized company official. Term of warranty shall be 15 years from Date of
Substantial Completion.

B. Labor warranty: If a factory authorized applicator is providing the material and admixing
the material at the batch plant, then a labor warranty can be provided for the same period.

PART 2 PRODUCTS

2.1 MATERIALS

A. Acceptable Manufacturer: Xypex Chemical Corporation 13731 Mayfield Place,
Richmond, B.C., Canada V6V 2G9 Tel: [phone] or 604 273. 5265 Fax:
604.270.0451 E-mail: [e-mail] Website: www.xypex.com

B. Proprietary Products: Xypex crystalline waterproofing materials as follows:
1. Xypex Admix C-500

Note: Supplemental specifications are available for Xypex Admix C-1000 NF (no fines
grade) and Xypex Admix C-2000 NF (no fines grade).

C. Substitutions: No substitutions permitted.

D. Source Quality: Obtain proprietary crystalline waterproofing products from a single
manufacturer.

2.2 DOSAGE

A. General: Xypex Admix must be added to concrete mix at time of batching.

B. Dosage Rate: Under normal conditions, the C-500 crystalline waterproofing powder shall
be added to the concrete mix at a rate of 2% - 3% by weight of portland cement content..
For enhanced chemical protection or meeting specific project requirements, or where the
concrete mix design contains higher than 20% fly ash content or includes a Portland
cement/slag cement blend, consult with manufacturer or its authorized representative to
determine appropriate dosage rates.

PART 3 EXECUTION

3.1 INSTALLATION
CMWC – 400,000 Gallon Upper Tank 07 16 16-4

A. MANUFACTURER'S INSTRUCTIONS
1. Compliance: Comply with manufacturer's product data regarding installation,
including technical bulletins, product catalogue, installation instructions and product
packaging labels.

3.2 PROJECT CONDITIONS

A. Reinforcement: All reinforcement shall be rib deformed bar in accordance with applicable
standards. Exposed concrete decks (joint free) shall contain sufficient reinforcement to
minimize thermal movement and control cracking.

B. Setting Time and Strength: Some retardation of set may occur when using Xypex Admix.
The amount of retardation will depend upon the concrete mix design, the dosage rate of the
Admix, temperature of concrete and climatic conditions. Concrete containing Xypex
Admix may develop higher ultimate strengths than plain concrete. Conduct trial mixes
under project conditions to determine setting time and strength of the concrete. Consult
with manufacturer or manufacturer's representative regarding concrete mix design, project
conditions and proper dosage rate.

C. Weather Conditions: For mixing, transporting and placing concrete under conditions of
high temperature or low temperature, follow concrete practices as referred to in ACI 305R-
77 (Hot Weather Concreting) and ACI 306R-78 (Cold Weather Concreting). For flatwork
being placed in either hot, dry or windy conditions use of monomolecular film (evaporation
retardant) is recommended to control loss of bleed water.

3.3 APPLICATION

A. General: Xypex Admix shall be added to the concrete mix at time of batching. Thorough
blending of the Xypex Admix throughout the concrete mix is essential for correct
performance of the product and, therefore, care should be taken to ensure that a
homogeneous mixture is obtained.

B. Concrete Batching & Mixing: Procedures for mixing will vary according to type of batch
plant operation and equipment.

C. Ready Mix Plant - Dry Batching Operation: Add Xypex Admix powder to drum of ready-
mix truck, then add 60% - 70% of required water along with 300 - 500 lb. (136 - 227 kg)
of aggregate. Mix the materials for 2 - 3 minutes to ensure that the Admix is distributed
evenly throughout the mix water. Add balance of materials to the ready-mix truck and mix
in accordance with standard batch practices.

D. Ready Mix Plant - Central Mix Operation: Mix Xypex Admix with water to form a very
thin slurry (e.g. 15 - 20 lb. or 6.75 - 9 kg of powder mixed with 3 gal. or 13.6 l of water).
Pour the required amount of material in drum of ready-mix truck. The aggregate, cement
and water should be batched and mixed in the plant in accordance with standard practices
CMWC – 400,000 Gallon Upper Tank 07 16 16-5
(taking into account the quantity of water that has already been placed in the ready-mix
truck). Pour the concrete into the truck and mix for at least 5 minutes to ensure even
distribution of the Xypex Admix throughout the concrete.

E. Precast Batch Plant - Pan Type Mixer: Add Xypex Admix to the rock and sand, then mix
thoroughly for 2 - 3 minutes before adding the cement and water. The total concrete mass
should be blended using standard practices.

3.4 CURING

A. General: Concrete containing Xypex Admix shall be moist cured in accordance with ACI
Reference 308, "Standard Practice for Curing Concrete".

B. Curing Compounds: Curing compounds may be used in the event that project requirements
or conditions prevent moist curing. Curing compounds shall comply with ASTM C-309.

3.5 PROTECTION

A. Protection: Protect installed product and finished surfaces from damage during
construction.

3.6 FIELD QUALITY CONTROL

A. Examination for Defects: Do not conceal Xypex treated concrete before it has been
observed by ENGINEER, waterproofing manufacturer's representative and other
designated entities. Concrete shall be examined for structural defects such as faulty
construction joints, cold joints and cracks. Such defects to be repaired in accordance with
manufacturer's repair procedures.

B. Flood Testing for Suspended Slabs:
1. Perform flood test on completed waterproofing installation before placement of other
construction.
2. Plug or dam drains and fill area with water to a depth of two inches (50 mm) or to
within 0.5 inch (12.5 mm) of top of waterproofing treatment.
3. Let water stand for 24 hours.
4. If leaks are discovered, make repairs and repeat test until no leaks are observed.

3.7 INTERACTION WITH OTHER MATERIALS

A. Backfilling: Normal backfilling procedures may be used after concrete has been cured for
at least seven days. If backfill takes place within seven days after concrete placement, then
backfill material shall be moist so as not to draw moisture from the concrete. In no event
shall backfilling take place before concrete has gained sufficient strength to withstand the
applied load.

B. Grout, Cement Parge Coat, Plaster or Stucco: Because concrete containing Xypex Admix
CMWC – 400,000 Gallon Upper Tank 07 16 16-6
forms a relatively smooth surface and the resulting crystalline formation fills the concrete
pores thereby reducing suction characteristics of the concrete, it may be necessary to use a
suitable bonding agent for proper bonding of cementitious systems.

C. Responsibility to Ensure Compatibility: Xypex Admix products are compatible with most
admixtures used in the production of quality concrete. However, Xypex Chemical
Corporation makes no representations or warranties regarding such compatibility of Xypex
Admix products with other additives or admixtures, nor regarding compatibility of the
Xypex treated concrete with coatings, plasters, stuccos, tiles or other surface-applied
materials. It shall be the responsibility of the concrete contractor to take whatever measures
are necessary, including testing, to ensure compatibility of the Xypex Admix with other
additives or admixtures being used in the concrete mix, and it shall be the responsibility of
the installer of the surface-applied material that is to be applied over the Xypex treated
concrete to take whatever measures are necessary, including testing, to ensure acceptance
by or adhesion to the Xypex treated concrete.

END OF SECTION 07 16 16
CMWC – 400,000 Gallon Upper Tank 08 31 00-1
SECTION 08 31 00
ACCESS HATCHES
PART 1 GENERAL
SUMMARY
This section covers all the work necessary to furnish and install all hatches and
appurtenances, complete and in place.
REFERENCES
Work covered by this Specification shall meet or exceed the provisions of the latest
editions of the following Codes and Standards in effect at the time of award of the
Contract. The publications are referred to in the text by basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 123 Standard Specification for Zinc (Hot Dip Galvanized) Coatings on
Iron and Steel Products
ASTM A 229 Standard Specification for Steel Wire, Quenched and Tempered for
Mechanical Springs
ASTM A 36 Standard Specification for Carbon Structural Steel ASTM A 653
Standard Specification for Steel Sheet, Zinc Coated (Galvanized)
or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot Dip Process
DESIGN REQUIREMENTS
Shoe-box type hatches for water reservoirs shall be designed to handle a live load of 300
psf.
CMWC – 400,000 Gallon Upper Tank 08 31 00-2
SUBMITTALS
Provide submittals in accordance with Section 01 33 00 – Submittal Procedures.
Submit manufacturer’s catalog data and preprinted installation instructions for the
hatches.
Submit a schedule showing the location of each hatch. Shop drawings shall include
details and method of anchorage, details of construction, method of assembling sections,
location and installation of hardware, shape and thickness of materials, details of joining
and connections.
DELIVERY AND STORAGE
Hatches shall be delivered to the job site wrapped in a protective covering with the
brands and names clearly marked thereon.
WARRANTY
Manufacturer shall provide to OWNER written guarantee against defects in material or
workmanship for a period of five (5) years. Manufacturer must be able to have a
representative on site within 48 hours to address any complaint or issues.
PART 2 PRODUCTS
HATCHES
Hatches shall be as noted on the drawings and meet the requirements specified herein.
All hardware shall be stainless steel throughout. Each hatch shall be provided with a
permanent label showing the manufacturer's name and address and the model number.
Hatches shall have stainless steel hold open arm with positive locking. The hold open
arm shall be coated red.
Hatches shall be Type 316 stainless steel, unless noted otherwise, in corrosive conditions
or environments and steel or aluminum as noted in all other areas. Aluminum frames to
be cast in concrete shall be mill finished with a bituminous coating applied to the exterior
of the frame. Steel hatches and access doors shall be hot-dip galvanized per ASTM A
123 or ASTM A 653. All hardware shall be stainless steel throughout.
Hatch hardware, including the hinges, shall be fabricated from Type 316 stainless steel.
Hatches shall be provided with an automatic hold-open arm with release handle.
Hatches shall be provided with a stainless steel lift assist device.
Hatches shall be designed to be watertight and equipped with an EPDM gasket.
CMWC – 400,000 Gallon Upper Tank 08 31 00-3
Unless otherwise indicated on the Drawings, a fall protection system shall be provided on
all hatches. Fall protection systems shall be grating panels that conform to OSHA 29
CFR 1910.23 requirements. The fall protection grating shall be epoxy coated with an
OSHA type safety orange color. Safety nets or safety grates fabricated from fiberglass or
fiberglass blend are not acceptable.
Hatches for water reservoirs shall have the interior and exterior handles eliminated and
shall have a concealed padlock hasp. The hasp shall be protected from tampering on at
least three (3) sides.
Hatches for drinking water reservoirs shall be Utah State Division of Drinking Water
compliant and have a close-fitting shoebox type cover which extends down around the
frame at least two inches with a gasket between the cover and the frame. The three non-
hinged sides of the hatch shall be provided with adjustable cam levers to tighten the cover
against the gasket to ensure the hatch is water tight. Hinge fasteners must be completely
concealed to inhibit tampering.
Manufacturer’s shall be East Jordan, or approved equal.
PART 3 EXECUTION
INSTALLATION
Hatches shall be installed in accordance with the approved detailed shop drawings and
manufacturer's instructions. Anchors and inserts for guides, brackets, hardware, and
other accessories shall be accurately located. Upon completion, hatches shall be weather
tight and shall be free from warp, twist, or distortion. Hatches shall be lubricated,
properly adjusted, and demonstrated to operate freely.
All surfaces that come in contact with the concrete shall have a protective coating.
Unless otherwise indicated on the drawings, a 1/2 inch PVC Schedule 80 drain pipe shall
be provided from all roof or vault hatches extended to drain to the ground surface to a
location that will not promote surface ponding of the drain water.

END OF SECTION 08 31 00
CMWC – 400,000 Gallon Upper Tank 31 05 19-1
SECTION 31 05 19
GEOSYNTHETICS
PART 1 GENERAL
SUMMARY
This section covers the manufacturing and installation of geosynthetics.
REFERENCES
The latest edition of the following publications form a part of this specification to the
extent referenced. The publications are referred to in the text to by basic designation
only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
B16.1/ASTM D 751 Standard Test Methods for Coated Fabrics
ASTM D 1777 Standard Test Method for Thickness of Textile Materials
ASTM D 3786 Standard Test Method for Bursting Strength of Textile
Fabrics - Diaphragm Bursting Strength Tester Method
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles
ASTM D 4632 Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles
ASTM D 4751 Standard Test Method for Determining Apparent Opening
Size of a Geotextile
ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geomembranes and Related Products
ASTM D 5034 Standard Test Method for Breaking Strength and
Elongation of Textile Fabrics (Grab Test)
ASTM D 5035 Standard Test Method for Breaking Force and Elongation
of Textile Fabrics (Strip Method)
ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area
of Geotextiles
SUBMITTALS
Provide submittals in accordance with Section 01 30 00 – Submittal Procedures.
Quality Control Certificates shall be provided at a minimum frequency of one (1) per
every hundred thousand (100,000) square feet of geosynthetics produced consecutively,
and which is supplied to the project. These certificates shall be supplied only for the
individual rolls of geosynthetics sampled and tested by the Manufacturer or his
representative. An individual Quality Control Certificate shall be provided for each roll
of geosynthetics provided to the project, which was not produced consecutively within
the hundred thousand (100,000) square foot lot. Quality Control Certificates shall be
CMWC – 400,000 Gallon Upper Tank 31 05 19-2
submitted two (2) weeks prior to installation of geosynthetics and shall state that the
geosynthetics meets the requirements of these specifications for:
Mass per Unit Area
Grab Tensile Strength
Mullen Burst Strength
Equivalent Opening Size
Geosynthetics shall not be accepted and/or incorporated into the project without the
approved quality control documentation.
Certification stating that all geosynthetics is furnished by one manufacturer shall be
submitted two (2) weeks prior to installation.
DELIVERY, STORAGE AND HANDLING
Storage and handling of the geosynthetics shall be the responsibility of CONTRACTOR.
During shipment, handling and storage, the geosynthetics shall be protected from
ultraviolet light exposure, precipitation, or other inundation, mud, dirt, dust, puncture,
cutting or any other damage or deleterious conditions. To that effect, geosynthetics rolls
shall be shipped and stored in relatively opaque and watertight wrappings. An opaque
tarp shall be placed over all rolls where the outer wraps are removed or damaged and
where the geotextile is exposed. CONTRACTOR shall be responsible for the
replacement of damaged or unacceptable materials at no cost to OWNER.
Storage of Materials: A storage area shall be provided on site by OWNER. The storage
of geosynthetic materials shall be the responsibility of CONTRACTOR until the
completed installation is accepted by ENGINEER.
Damaged Geosynthetics: Damaged geosynthetic materials shall be repaired, if possible,
in accordance with these specifications, or shall be replaced at no additional cost to
OWNER.
PART 2 PRODUCTS
GEOSYNTHETICS (FILTER FABRIC)
The geosynthetics shall be 10-ounce (or heavier) non-woven filter fabric.
Geosynthetics shall be provided in rolls.
Each roll of geosynthetics shall be externally labeled or tagged to provide product
identification sufficient for field determination as well as inventory and quality control
purposes. Each roll shall be labeled with the name of manufacturer, roll number,
physical dimensions (length and width) and the material type. Any roll of geosynthetics
from which the labeling has been removed or has become illegible, shall not be used, but
shall be removed from the site and replaced at the expense of CONTRACTOR.
CMWC – 400,000 Gallon Upper Tank 31 05 19-3
The geosynthetics shall be sampled, tested, and certified by the manufacturer for the
following properties:

MATERIAL PROPERTIES FOR NON-WOVEN GEOTEXTILE FILTER
FABRIC
Property Specification ASTM Test Method
Mass per Unit Area (min) 10.0 oz./S.Y. D-5261
Grab Tensile Strength (min) 250 lbs. D-4632
Elongation at Break 50 % D-4632
Tear Strength (min) 100 lbs D-4533
Apparent Opening Size
(maximum U.S. Sieve size)
100 mesh D-4751

Filter Fabric shall be Mirafi 1100N by TenCate, 250NW by U.S. Fabrics, or approved
equal.
BIODEGRADABLE EROSION CONTROL BLANKET
Biodegradable erosion control blanket shall be Curlex I as manufactured by American
Excelsior Company, or approved equal.
Staples shall be a minimum 4 in biodegradable E-Staple®, as provided by American
Excelsior Company, or 6 in wire for cohesive soils and 6 in biodegradable E-Staple®, as
provided by American Excelsior Company, or 8 in wire for non-cohesive soils. All
staples shall have a Ushaped top.
PART 3 EXECUTION
DEPLOYMENT – FILTER FABRIC
Prior to deployment, CONTRACTOR shall inspect each roll of geosynthetics to verify
that the roll has a valid Quality Control Certificate and that has been previously approved
by ENGINEER.
Adjacent rolls shall be joined by overlapping the edges a minimum of twelve (12) inches.
The overlap shall be glued, sewn or otherwise fastened or secured at intervals no greater
than two feet along a line through the midpoint of the overlap. Additional fasteners shall
be installed as necessary to prevent slippage of the geosynthetics regardless of location.
CMWC – 400,000 Gallon Upper Tank 31 05 19-4
CONTRACTOR shall visually inspect the geosynthetics during deployment for holes,
tears or improperly formed geosynthetics. Defective areas shall be repaired or removed
and replaced by CONTRACTOR at no additional cost to OWNER.
Smoking shall not be permitted on the geosynthetics.
CONTRACTOR shall be responsible to provide adequate loading (e.g., sand bags or
similar items that will not damage the underlying geosynthetic) to prevent movement of
the geosynthetics. Any damage to the geosynthetics shall be repaired at
CONTRACTOR’s expense.
The geosynthetics shall not be exposed to the sun and elements for more than 72 hours
unless the filter fabric has ultraviolet inhibitors. Fabric with ultraviolet inhibitors shall
not be exposed for a period in excess of the manufacturer’s recommendations, in which
case manufacturer shall provide prior to product delivery.
Any damage to the geosynthetics during installation or any fabric that has been exposed
to the sun or elements for longer than the 72 hours, or as specified by the manufacturer,
shall be replaced by CONTRACTOR at no additional cost to OWNER.
CONTRACTOR shall be responsible to observe placement of geosynthetics.
CONTRACTOR shall provide a daily inventory of all geosynthetics deployed to
ENGINEER.
REPAIRS – FILTER FABRIC
Any holes, tears or defective areas in the geosynthetics shall be repaired by patching with
same type of geosynthetics. The patch shall extend a minimum of twelve (12) inches in
all directions beyond the area to be repaired. The patch shall be secured in place by
gluing, sewing, or securing the fabric as per these specifications.
GENERAL – EROSION CONTROL BLANKET
Contractor shall coordinate with the blanket supplier for a qualified representative to be
present at the job site at the start of installation to provide technical assistance as needed.
Contractor shall remain solely responsible for the quality of installation.
Before placing erosion control blanket, the Contractor shall certify that the subgrade has
been properly compacted, graded smooth, has no depressions, voids, soft or uncompacted
areas, is free from obstructions such as tree roots, protruding stones or other foreign
matter, and is seeded and fertilized according to project specifications. The Contractor
shall not proceed until all unsatisfactory conditions have been remedied. By beginning
construction, the Contractor signifies that the preceding work is in conformance with this
specification.
Contractor shall fine grade the subgrade by hand dressing where necessary to remove
local deviations.
No vehicular traffic shall be permitted directly on the erosion control blanket.
CMWC – 400,000 Gallon Upper Tank 31 05 19-5
INSTALLATION – EROSION CONTROL BLANKET
Erosion control blanket shall be installed as directed by the owner’s representative in
accordance with manufacturer's Installation Guidelines, Staple Pattern Guides, and CAD
details. The extent of erosion control blanket shall be as shown on the project drawings.
Erosion control blanket shall be orientated in vertical strips and anchored with staples, as
identified in the Staple Pattern Guide. Adjacent strips shall be abutted or overlapped to
allow for installation of a common row of staples that anchor through the nettings of both
blankets. Horizontal joints between erosion control blankets shall be sufficiently
overlapped with the uphill end on top for a common row of staples so that the staples
anchor through the nettings of both blankets.
Where exposed to overland sheet flow, a trench shall be located at the uphill termination.
Erosion control blanket shall be stapled to the bottom of the trench. The trench shall be
backfilled and compacted. Where feasible, the uphill end of the blanket shall be extended
three feet over the crest of the slope.

END OF SECTION 31 05 19
CMWC – 400,000 Gallon Upper Tank 31 05 21-1

SECTION 31 05 21
POLYVINYL CHLORIDE (PVC) LINER
PART 1 GENERAL
SUMMARY
This section covers the manufacturing and installation of Polyvinyl Chloride Plastic
(PVC) liners.
REFERENCES
The latest edition of the following publications form a part of this specification to
the extent referenced. The publications are referred to in the text to by basic
designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM D 751 Standard Test Method for Coated Plastics
ASTM D 792 Standard Test Method for Specific Gravity and Density of
Plastics by Displacement
ASTM D 882 Standard Test Method for Tensile Properties of Thin Plastic
Sheeting
ASTM D1004 Test Method for Initial Tear Resistance of Plastic Film and
Sheeting
ASTM D1203 Standard Test Method for Volatile Loss from Plastics using
Activated Carbon Methods.
ASTM D1204 Test Method for Linear Dimensional Changes of Nonrigid
Thermoplastic Sheeting or Film at Elevated Temperature
ASTM D883 Standard Terminology Relating to Plastics
ASTM D1239 Standard Test Method for Resistance of Plastic Films to Extraction
of Chemicals
ASTM D1709 Standard Test Method for Impact Resistance of Plastic Film
ASTM D2124 Standard Test Method for Analysis of Components in PVC
Compounds
ASTM D5199 Standard Test Method for Measuring the Nominal Thickness of
Liners
ASTM G160 Standard Practice for Evaluating Microbial Susceptibility
SUBMITTALS
Provide submittals in accordance with Section 01 30 00 – Submittal Procedures.
FABRICATION, STORAGE AND HANDLING
Storage and handling of the geosynthetics shall be the responsibility of
CONTRACTOR.
CMWC – 400,000 Gallon Upper Tank 31 05 21-2

The finished product shall be supplied as prefabricated panels designed for the
project to minimize field seaming. Panel sizes may be as large as 25,000 square
feet; however, dimensions will vary for each individual project. A general guideline
is prefabricated panels will not exceed 5,000 pounds due to lifting capabilities.
Storage of Materials: A storage area shall be provided on site by OWNER. The
storage of geosynthetic materials shall be the responsibility of CONTRACTOR
until the completed installation is accepted by ENGINEER.
The liner material shall be uniform in color, thickness and surface texture. All roll
goods will be visually inspected for pinholes, blisters and manufacturing defects.
The FML shall comprise material manufactured of new, top quality products
designed and manufactured specifically for the purpose of an impermeable liquid
containment as applied to the specific project application.
All factory seams will be fully bonded as required to achieve values as specified.
Factory seam widths will be a maximum of 1” wide with a tolerance to .5” wide. If
a faulty seam is detected, the area will be repaired by a patch that will extend
beyond the defect a minimum of 2 inches in all directions. All finished panels will
be given prominent, indelible identifying markings for field deployment.
At setup, the operator will fabricate a test seam to verify seam strength
requirements. These samples will be tested in-house per ASTM procedures for peel
and sheer. For PVC, production will not begin until the test values meet or exceed
project / ASTM D7408. During production, a test seam will be constructed at the
beginning of each panel and or during a shift change. All factory seams to be
visually inspected at 3 points during the fabrication process.
Upon completion of fabrication; all pertinent documentation such as production /
testing logs and manufacturer material testing certifications will be available to the
Owner.

PART 2 PRODUCTS
PVC Liner
The PVC liner shall be sampled, tested, and certified by the manufacturer for the
following properties:
CMWC – 400,000 Gallon Upper Tank 31 05 21-3

PART 3 EXECUTION
LINER INSTALLATION PROCEDURES
The fabricated liner panels are double accordion folded and banded on a wooden
pallet. Prior to shipping, the panels are covered with a plastic water repellent stretch
wrap. Upon arrival at the project, the product is to be unloaded with a forklift type
piece of equipment with a 5,000 pound minimum capacity. The fabricated panels
are to be stored in a centrally located area close to the job-site for field deployment.
The pallets are not to be stacked as they are unloaded. In the event of long-term
storage on-site, it may be necessary to cover the product with an opaque, water-
proof material such as visqueon to protect from exposure.
Liner panels will be installed per the approved shop drawing submitted to the
Owner. The construction manager will determine the panel lay-out sequence to
facilitate and expedite the installation process. Over-all field coordination is the key
so our scope of work will not conflict or interfere with other operations and
schedules.
CMWC – 400,000 Gallon Upper Tank 31 05 21-4

Prior to the seaming operation, the construction manager will review seaming
materials and procedures. Safety equipment will be distributed and discussed.
Sample seams will be constructed to verify seam quality. All surfaces that receive
geosynthetics must be complete prior to liner placement. The construction manager
will maintain a daily log that outlines field conditions, production, etc. Copies of
this log will be available to the Owner and General contractor upon completion of
the project.
Once the panels are placed, seaming will begin. A general rule of thumb is, only lay
out the number of panels that can be seamed together on the same day. However, it
must be noted that adverse weather conditions may not allow this on a given day.
Panel installation will be performed only under reasonably calm conditions with
ambient temperatures in excess of 40 degrees F. Liner installation is possible in
colder climates with the aid of heaters, however production is considerably slower.
Liner installation should not be attempted during precipitation.
The liner installation will not commence until the substrate has been inspected and
approved by an LCS representative. The G\C and Owner will be notified
immediately in the event of a sub-standard condition that may exist. As a general
guideline; the installed geomembrane liner is a direct reflection of the sub grade it is
placed upon. Surfaces to be lined shall be well compacted, smooth and free of all
sharp, angular rocks, vegetation and stubble. It shall be the responsibility of the
general contractor to re-prep and maintain the sub grade in the event of rain. Anchor
trenching must be complete prior to liner placement.
Sample seams will be made on a daily basis or if on-site conditions change
drastically to establish a proper film bond tear. The seaming crews will overlap the
material ±6” and construct a minimum (2” wide fully bonded seam if machine
welded) without wrinkles or voids. If wrinkles occur (fish-mouths), they will be cut
and patched accordingly. The patch will extend beyond the problem area a
minimum of 4” in all directions.
The field seams will be tested by the air-lance method per ASTM Method D4437.
This test consists of directing a flow of pressurized air, regulated at 40 - 50 psi
through a 3\16 inch orifice at the field seam interface. The air lance wand shall be
held 4” away and perpendicular to the edge of the seam. Where visual or audible
signs occur, which indicate unbonded areas, the area will be repaired by our
technicians.
At the conclusion of the project, the superintendent will conduct a final walk
through with all parties involved. A certification will be issued stating that all work
performed is in accordance with project specifications and in compliance with all
industry standards and guidelines.
CMWC – 400,000 Gallon Upper Tank 31 05 21-5

REPAIRS
Any holes, tears or defective areas in the liner shall be repaired manufacturer
recommendations.

END OF SECTION 31 05 21

CMWC – 400,000 Gallon Upper Tank 31 11 00-1
SECTION 31 11 00
CLEARING, GRUBBING, AND STRIPPING

PART 1 GENERAL

1.1 SUMMARY

A. This work shall consist of removing and disposing of all trees; shrubs; brush; stumps;
windfalls; roots; and other vegetation, including dead and decayed matter; and debris that
exist within the designated construction limits, borrow areas, and soil stockpile areas and
which are not specifically designated to remain.

1.2 DEFINITIONS

A. Clearing: Clearing operations shall consist of cutting, removing and disposing of trees,
shrubs, bushes, windfalls and other vegetation within the construction limits, borrow
areas and soil stockpile areas. All brush shall be cut off within six inches of the ground
surface.

B. Grubbing: Grubbing operations shall consist of removing and disposing of stumps, roots,
debris deleterious materials, and other remains (such as organic and metallic materials)
which if left in place would interfere with proper performance or completion of the
contemplated work, would impair its subsequent use or form obstructions therein.
Organic material from clearing or grubbing operations shall not be incorporated in fill or
backfill.

C. Stripping: Stripping operations shall consist of removing all soil material containing sod,
grass, or other vegetation and topsoil to a minimum depth of six (6) inches from all areas
that will receive fill or over all trenches in field or yard areas.

PART 2 PRODUCTS (not applicable)

PART 3 EXECUTION

3.1 CLEARING

A. All trees, stumps, shrubs, bushes, windfalls and other vegetation (except such trees and
vegetation as may be indicated or directed by ENGINEER to be left standing) shall be cut
off to within six inches of the ground surface and shall be removed from the construction
limits. Trees and vegetation to be left standing shall be protected from damage incident
to clearing, grubbing, and construction operations by such means as the circumstances
require.

CMWC – 400,000 Gallon Upper Tank 31 11 00-2

3.2 GRUBBING

A. All stumps, roots, debris, deleterious and other organic or metallic materials not suitable
for foundations shall be removed completely from the construction limits, borrow areas
and soil stockpile areas. Unless otherwise permitted by ENGINEER, stumps shall be
removed completely. If any stumps are permitted to remain, they shall be cut off not
more than six inches above the ground.

3.3 STRIPPING

A. Soil material containing sod, grass, or other vegetation and topsoil shall be removed to a
minimum depth of six (6) inches from all areas to receive fill from the area within lines 5
feet outside all foundation walls, over all trenches, and from beneath pavement and curb
and gutter areas. The stripped material shall be deposited in such locations as are
acceptable to ENGINEER. Topsoil shall be placed over designated areas to be
landscaped, and over all trench areas (outside of paved areas).

B. All areas to be sodded shall have a minimum thickness of 3 inches (or thicker if required
elsewhere in these documents or on the drawings) of topsoil.

3.4 DISPOSAL

A. No open burning of combustible materials will be allowed.

B. All trees, timber, stumps, roots, debris, shrubs, bushes, and other vegetation removed
during the clearing and grubbing operations shall be removed from the project site and
disposed of by CONTRACTOR subject to specific regulations imposed by laws and
ordinances and in a manner that will not create a public nuisance nor result in unsightly
conditions. CONTRACTOR shall assume full responsibility for acceptable disposition of
the material as well as for any damages resulting from his disposal operations.

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 31 22 00-1

SECTION 31 22 00
SITE GRADING
PART 1 GENERAL
SUMMARY
This work consists of site grading and related activities
REFERENCES
The latest edition of the following publications form a part of these specifications to the
extent referenced. The publications are referred to in the text by basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM D 1557 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3)
ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System)
PART 2 PRODUCTS
FILL MATERIAL
Material shall be free from frozen lumps, roots, trash, lumber or organic material.
Suitability of material in accordance with these criteria will be as determined by
ENGINEER.
Fill or backfill materials associated with structures shall be in accordance with the
Section 31 23 23 – Excavation and Backfill for Structures.
PART 3 EXECUTION
GENERAL
Grading shall produce uniform grades or slopes between spot elevations or contours
shown.
Areas of construction activity shall be left in condition of uniform grade, blending into
pre-existing contours and concealing, as much as possible, evidence of construction
activity by back dragging or raking to conceal tire marks. Paving or landscaping shall
not be performed until the subgrade is acceptable to OWNER.
Unless otherwise directed by OWNER, all excess excavated materials shall be removed
from the site and disposed of by CONTRACTOR. CONTRACTOR shall restore
stockpile area to pre-existing condition.
CMWC – 400,000 Gallon Upper Tank 31 22 00-2

SITE PREPARATION
Prior to placement of grading fill, unsuitable fill, organics, topsoil, debris and other
deleterious material shall be removed. Care shall be taken not to disturb the natural soil
to remain in the proposed building, exterior flatwork and pavement areas.
The fill to remain below roadways, parking areas, or concrete flatwork areas shall be
compacted and proof rolled to identify soft areas prior to placing grading fill or
construction of structures. Soft areas shall be removed and replaced with properly
compacted non-expansive granular soil meeting the requirements of 2.1.B of this
Section..
Fill shall include the placement of materials to raise the existing grade to the established
elevations indicated and the construction of driving surfaces.
Fill material shall be placed in no more than 8-inch loose lifts for heavy equipment, and
6-inch loose lifts for hand operated equipment.
Fill material shall be placed and compacted at a moisture content within 2% of optimum
moisture content. All fill material shall be placed and compacted to 90% minimum
Modified Proctor Density as determined by ASTM D1557.
Where the moisture content is not suitable and/or sufficient compaction has not been
obtained, the fill shall be reconditioned to an approved moisture content and re-
compacted to the minimum required compaction, unless recommended otherwise by the
Soils Testing Agency, prior to placing any additional fill material.
Unless otherwise specified, CONTRACTOR shall be responsible for arranging for the
placing and compacting of approved fill material in accordance with these Specifications.
If the Soils Testing Agency should determine that CONTRACTOR is failing to meet the
minimum requirements, CONTRACTOR shall stop operations and make adjustments as
necessary to produce a satisfactorily compacted fill at no additional cost to OWNER.
On-site stripped topsoil shall be placed after fill has been verified. Topsoil shall be
placed over all disturbed areas or as directed by the OWNER.
GRADING
The final grade of all completed areas shall be between plus and minus one-tenth (± 0.1)
of a foot from the grade designated on the drawings.

END OF SECTION

CMWC – 400,000 Gallon Upper Tank 31 23 23-1
SECTION 31 23 23
EXCAVATION AND BACKFILL FOR STRUCTURES

PART 1 GENERAL

1.1 DESCRIPTION

A. This section covers excavating, backfilling, and compacting of disturbed areas for
structures as directed by ENGINEER.

1.2 GEOTECHNICAL REPORT

A. Refer to the geotechnical report by GeoStrata for additional requirements.

1.3 REFERENCES

A. The latest edition of the following publications form a part of this specifications to the
extent referred. The publication are referred to in the text by basic designation only.

B. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS (AASHTO)

1. T 88 Particle Size Analysis of Soils
2. T 180 Moisture-Density Relations of Soils Using a 10-lb. (4.54 kg) Rammer
and an 18-in (457 mm) Drop
3. T 191 Density of Soil In-Place by the Sand-Cone Method
4. T 205 Density of Soil In-Place by the Rubber-Balloon Method
5. T 238 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
6. T 239 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)

C. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

1. D 422 Particle-Size Analysis of Soils
2. D 698 Test Method of Moisture-Density Relations of Soils and Soil-Aggregate
Mixtures Using 5.5 lb. (2.5-kg) Rammer and 12-in. (305-mm) Drop
3. D 1556 Density of Soil in Place by the Sand-Cone method
4. D 1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using
10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop
5. D 2487 Classification of Soils for Engineering Purposes
6. D 2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
7. D 3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow
Depth)

CMWC – 400,000 Gallon Upper Tank 31 23 23-2
D. The latest Edition of the Utah Department of Transportation Standard Specification for
Road and Bridge Construction.

E. The latest Edition of the American Public Works Association (APWA) and Associated
General Contractors of America Standard Plans and Standard Specifications.

1.4 SUBMITTALS

A. The following shall be submitted in accordance with Section 01 33 00 Submittal
Procedures:

1. Submit gradations and proctors for structural fill materials and backfill materials.

PART 2 PRODUCTS

2.1 STRUCTURAL FILL

A. See Geotechnical report from Geostrata dated May 10, 2022 for requirements.

PART 3 EXECUTION

3.1 EXCAVATION

A. Excavation shall be performed to the lines and grades indicated. Excavated material
not required or not satisfactory for backfill shall be removed from the site.

B. Excavations shall be braced and supported as needed to prevent the ground adjacent to
the excavation from sliding or settling. Slides shall be promptly removed and
corrected by the Contractor.

3.2 PREPARATION

A. See Geotechnical report from Geostrata dated May 10, 2022 for requirements.

3.3 BACKFILL

A. Backfill material shall not be placed against concrete structures that have not been
properly cured. No backfill material shall be placed until concrete until the
compressible strength is 85 percent of the specified strength.

B. Backfill material shall be placed in no more than 6-inch loose lifts for compaction by
hand operated machine compactors, and 8 inches loose lifts for other than hand
operated machines.

CMWC – 400,000 Gallon Upper Tank 31 23 23-3
C. Backfill material shall be placed and compacted to at least 90 percent of maximum dry
density at a moisture content within 2 percent of optimum moisture content in
accordance with ASTM D-1557.

D. Where the moisture content is not suitable and/or sufficient compaction has not been
obtained, the fill shall be reconditioned to an approved moisture content and
re-compacted to the minimum required compaction prior to placing any additional fill
material.

E. The CONTRACTOR shall be responsible for arranging for the placing and compacting
of approved fill material in accordance with these Specifications. If it is determined
that the CONTRACTOR is failing to meet the minimum requirements, the
CONTRACTOR shall stop operations and make adjustments as necessary to produce a
satisfactorily compacted fill at no additional cost to the OWNER.

F. Sufficient personnel, equipment, sumps or other means should be provided to maintain
the site in an acceptable dry condition for the duration of this contract.

G. Excavations shall be so braced and supported as needed to prevent the ground, adjacent
to the excavation, from sliding or settling. Localized slides or settlements shall be
promptly removed and corrected by CONTRACTOR.

3.4 FINISHED GRADE

A. The finished subgrade and grade of the fill shall not vary more than 0.05 feet from the
established grades and cross-sections shown on the Drawings.

3.5 COMPACTION TESTS

A. Compaction Quality Control Testing shall be the provided and paid for in accordance
with Section 01 45 00.

B. It shall be the responsibility of the CONTRACTOR to accomplish the specified
compaction for backfill, structural fill, Untreated Base Course and other earthwork. It
shall be the responsibility of the CONTRACTOR to control his operations by
performing any additional tests necessary to verify and confirm that CONTRACTOR
has complied, and is complying at all times, with the requirements of these
Specifications concerning compaction, control, and testing.

1. Testing of Backfill Materials

a) Characteristics of backfill materials shall be determined in accordance with the
requirements of Section 01 45 00.

CMWC – 400,000 Gallon Upper Tank 31 23 23-4
b) The CONTRACTOR shall demonstrate the adequacy of compaction equipment
and procedures before exceeding any of the following amounts of earthwork
quantities:

(i) One (1) test per 1.5 feet of backfill thickness placed per structure.

c) Until the specified degree of compaction on the previously specified amounts
of earthwork is achieved, no additional earthwork of the same kind shall be
performed.

d) After satisfactory conclusion of the initial compaction demonstration and at any
time during construction, earthwork which does not comply with the specified
degree of compaction shall not exceed the previously specified quantities.

e) Quality Control tests may be made by the ENGINEER to verify that
compaction is meeting the requirements previously specified at no cost to the
CONTRACTOR. If the ENGINEER requires retesting of backfill,
CONTRACTOR shall remove the overburden above the level at which the
ENGINEER wishes to test and shall backfill and recompact the excavation after
the test is complete at no additional cost to OWNER.

f) If compaction fails to meet the specified requirements, the CONTRACTOR
shall remove and replace the backfill at proper density or shall bring the density
up to specified level by other means acceptable to the ENGINEER. Subsequent
tests required to confirm and verify that the reconstructed backfill has been
brought up to specified density shall be paid in accordance with Section 01 45
00. The confirmation tests shall be performed in a manner acceptable to the
ENGINEER. Frequency of confirmation tests for remedial work shall be
double that amount specified for initial confirmation tests.

2. Field Density Tests

a) Tests shall be performed in sufficient numbers to meet the requirements of
Section 01 45 00 and to ensure that the specified density is being obtained.

C. Field density tests shall be made in accordance with ASTM D-1557 and ASTM
D-2922.

- END OF SECTION -

CMWC – 400,000 Gallon Upper Tank 31 41 00 - 1
SECTION 31 41 00
SHORING

PART 1 - GENERAL

1.01 DESCRIPTION

Properly support all excavations to protect life, property and the work.

1.02 STANDARDS

Occupational Safety and Health Administration (OSHA) regulations, Federal Register
Vol. 37, No. 243, Sub-part P., Sec. 1926.652.

PART 2 - MATERIALS

Contractor to be responsible for shoring or bracing system used. Materials used shall
have adequate strength to support excavations.

PART 3 - EXECUTION

3.01 INSTALLATION

A. Provide and install, wherever required for protection of life and/or property,
temporary or permanent sheeting, shoring and bracing as required to support the
sides of a trench or a temporary nonconforming vertical slope to prevent any
dangerous movement, subsidence inflicting damage, or delay. Comply with all
safety requirements.

B. Provide and install transverse bulkheads, solid sheeted or interlocking sheeting,
driven deep enough below grade to prevent the inflow of material from outside of
trench if required to preserve a suitable grading for the pipe of structural
excavation.

C. Remove all timber and sheeting from excavations or trenching before backfilling
or cut sheeting off 2-feet below final grade if allowed by Engineer.

D. Shoring and or bracing shall be used where excavations may damage existing
improvements. Where the depth of the excavation or the conditions encountered
during construction may cause harm or damage to existing facilities such as
fences, buildings, landscaping, etc., the Contractor shall take whatever action is
necessary to prevent damage to the existing improvements. Where existing
improvements are damaged or affected as a result of the Contractor’s work, the
Contractor shall replace or repair such damage at no additional cost to the Owner.

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 32 11 23-1
SECTION 32 11 23
ROAD BASE - UNTREATED BASE COURSE

PART 1 GENERAL

1.1 DESCRIPTION

A. This work consists of the placement of Sub-Base and Untreated Base Course material
as indicated on the Drawings.

1.2 REFERENCES

A. The latest edition of the following publication forms a part of this specification to the
extent referenced. The publication is referred to in the text by basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND
TRANSPORTATION OFFICIALS (AASHTO)

AASHTO T 88- Particle Size Analysis of Soils
AASHTO T 180- Moisture-Density Relations of Soils Using a 10-lb. (4.54 kg)
Rammer and an 18-in (457 mm) Drop
AASHTO T 191- Density of Soil In-Place by the Sand-Cone Method
AASHTO T 205- Density of Soil In-Place by the Rubber-Balloon Method
AASHTO T 238- Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
AASHTO T 239- Moisture Content of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 422- Particle-Size Analysis of Soils
ASTM D 698- Test Method of Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures Using 5.5 lb. (2.5-kg) Rammer and 12-in.
(305-mm) Drop
ASTM D 1556- Density of Soil in Place by the Sand-Cone method
ASTM D 1557- Moisture-Density Relations of Soils and Soil-Aggregate Mixtures
Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop
ASTM D 2487- Classification of Soils for Engineering Purposes
ASTM D 2922- Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
ASTM D 3017- Water Content of Soil and Rock in Place by Nuclear Methods
(Shallow Depth)

B. The latest edition of the Utah Department of Transportation Standard Specification for
Road and Bridge Construction (UDOT).

CMWC – 400,000 Gallon Upper Tank 32 11 23-2
1.3 SUBMITTALS

A. Untreated Base Course (UDOT Grade 1 ½).

PART 2 PRODUCTS

2.1 MATERIALS

A. Untreated Base Course Materials shall meet the APWA Specifications for Grade 1 or
Grade 1 ½ as shown in Table 1.

TABLE 1

SIEVE SIZE

GRADE 1 ½
GRADATION
(PERCENT
PASSING)

1 1/2 inch
1 inch
3/4 inch
1/2 inch
3/8 inch
No. 4
No. 16
No. 200

100
90-100
70 - 85
65-80
55 - 75
40 - 65
25 - 40
7 - 11

PART 3 EXECUTION

3.1 SUBGRADE PREPARATION

A. Prior to placement of untreated base course materials, the foundation area to receive
untreated base course materials shall be scarified to a minimum depth of 8-inches and
recompacted to 95% minimum laboratory density as determined by ASTM D-1557.

3.2 UNTREATED BASE COURSE MATERIAL PLACEMENT

A. No Untreated Base Course material shall be placed on sub-grade materials until the
sub-grade has been checked and accepted by ENGINEER.

B. Road base material placed on driving surfaces shall be compacted to a minimum
density of 96% in accordance with ASTM D-1557 to provide a uniform graded smooth
surface.

CMWC – 400,000 Gallon Upper Tank 32 11 23-3
C. Untreated Base Course material shall be placed to a minimum thickness as shown on
the drawings.

3.3 FIELD QUALITY CONTROL

A. CONTRACTOR shall be responsible for directing proper placement of all road base
materials. CONTRACTOR shall be responsible for the stability of the road base
materials during placement and shall replace any portions which have become
displaced due to careless or negligent work on the part of CONTRACTOR, or to
damage resulting from natural causes, such as storms.

B. Whenever the work areas to receive Sub-Base and/or Untreated Base Course material
are covered with snow, the snow must be removed prior to placing the road base and/or
Untreated Base Course, and deposited outside the immediate construction areas at
CONTRACTOR's expense.

- END OF SECTION -

CMWC – 400,000 Gallon Upper Tank 32 90 00- 1
SECTION 32 90 00
LANDSCAPING

PART 1 GENERAL

1.1 SUMMARY

A. Section includes requirements for seeding.

1.2 SUBMITTALS

A. Seed Mix.

1.3 DELIVERY, STORAGE AND HANDLING

A. Schedule deliveries to coincide with topsoil operations and laying. Keep storage at
job site to minimum without causing delays.

1.4 WARRANTY

A. Provide a full warranty for shrubs, trees, and ground covers to survive transplanting
and remain in healthy condition for one complete grown season from date of
substantial completion.

PART 2 PRODUCTS

2.1 MATERIALS

A. SEED MIX: The seed mix shall favor native species and must be certified to contain
no invasive or noxious weed species. Seed mix shall be approved by Engineer prior
to use.

PART 3 EXECUTION

3.1 PREPARATION

A. Protection:

1. Take care and preparation to avoid conditions which will create hazards or
damage existing plant materials to be retained; post signs or barriers as required.

2. Provide adequate means for protection from damage through excessive erosion,
flooding, heavy rains, etc. Repair or replace damaged areas.

3. Keep site well drained and landscape excavations dry.

CMWC – 400,000 Gallon Upper Tank 32 90 00- 2

B. Site Preparation:

1. Conduct final grading according to plans and specifications. Ensure that all
surface drainage is positive and directed to swales and/or collection areas
prescribed on grading plan and that no water is allowed to stand in landscaped
areas.

2. Provide a smooth, gradual transition at base and crown of slopes or berms to
prevent scalping or uneven mowing of turf and to ensure adequate site drainage.

3. Loosen area 4 inches deep, dampen thoroughly, and cultivate to properly break up
clods and lumps.

4. After cultivation, rake area to remove clods, rocks, weeds, roots, and debris.
Perform grading and shaping refinements to bring surface to true uniform planes
free from irregularities and to provide drainage and proper slope to catch basins
and swales.

5. After preparation of areas and with top soil in semi-dry condition, roll planting
areas in two directions at approximately right angles with water ballast roller
weighing 100 to 300 lbs. according to soil type.

3.2 INSTALLATION

A. Seed:

1. The seed mix shall be applied at a rate of 37 pounds per acre by the preferred
drilled or hydroseed method. Broadcast method approved on slopes steeper than
3:1. Do not let seed installation be subject to damage by climatic conditions.

B. Temporary Erosion Control Blanket:

1. Install erosion control blanket on all seeded slopes in excess of 3H:1V.

3.3 CLEANING AND PROTECTION

A. Immediately clean up any soil or debris spilled onto pavement and dispose of all
deleterious materials.

- END OF SECTION -

CMWC – 400,000 Gallon Upper Tank 33 05 20-1
SECTION 33 05 20
TRENCHING

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes
1. Excavating trenches for utilities and utility structures.
2. Backfill and compaction for utility trenches.

1.2 REFERENCE STANDARDS

A. American Association of State Highway and Transportation Officials (AASHTO):
1. AASHTO M145 - Standard Specification for Classification of Soils and
Soil-Aggregate Mixtures for Highway Construction Purposes.
2. AASHTO T99 - Standard Method of Test for Moisture-Density Relations
of Soils Using a 2.5-kg (5.5-lb) Rammer and a 305-mm (12-in.) Drop.
3. AASHTO T180 - Standard Specification for Moisture-Density Relations
of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. Occupational Safety and Health Administration (OSHA).

1.3 DEFINITIONS

A. Bedding: The zone in the utility trench excavation which supports, surrounds, and
extends to 12 inches above the top of the pipe barrel. Specifically, 6 inches below
the bottom, 12 inches above the top of the pipe, and 9 inches laterally beyond both
sides of the pipe.

B. Backfill: Material placed after utilities and bedding.

C. Coarse Grained Soil: Soils with more than 50 percent retained on No. 200 sieve.

D. Fine Grained Soil: Soils with 50 percent or more passing No. 200 sieve.

E. Soil Classification: ASTM D2487 and AASHTO M145.

F. Trench Excavation Classification: Will be based on soil type and equipment
required.
1. Trench Excavation: Excavation of unclassified soils. Use minimum of 330
trackhoe with ripper shank or equal equipment. Contractor may elect to
use larger equipment, but electing to use larger equipment will not change
classification of excavation.
2. Rock Trench Excavation: Excavation of solid rock which requires using
excavator with rock hammer or use of explosives, and cannot be removed
with minimum equipment required for unclassified soils noted above.
CMWC – 400,000 Gallon Upper Tank 33 05 20-2

G. Utility: Any buried pipe, duct, conduit, cable and appurtenance.

1.4 SUBMITTALS

A. Test Results: Submit proctor and density quality control test results within 24
hours after testing is completed.

PART 2 PRODUCTS

2.1 MATERIALS

A. Water main lines shall be bedded using native or import material conforming to
the following gradation specifications:

Screen Percent Passing
(If DIP or Concrete Pipe) 1” 100
(If PVC or HDPE Pipe) 3/4” 100
No. 4 85-95
No. 30 20-30
No. 200 5-15

B. Select Trench Backfill: Select backfill material shall be granular, readily
compactable and shall be free from alkali, salt, and petroleum products, roots,
sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other
material that in the opinion of the ENGINEER may be objectionable.

Conforming to the following gradation specifications:

Screen Percent Passing
6 inch 100
No. 10 50 max.
No. 40 30 max.
No. 200 15 max.

Material from excavation may be used if it will meet all requirements of select
backfill, including compaction requirements as specified for type of surface
improvement above trench.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify field measurements and existing utilities being crossed prior to Work.

B. Verify Work associated with lower elevation utilities is complete before placing
CMWC – 400,000 Gallon Upper Tank 33 05 20-3
higher elevation utilities.

3.2 PREPARATION

A. Call Blue Stakes not less than two working days before performing Work.
Request underground utilities to be located and marked within and surrounding
construction areas.

B. Identify required location and elevation of new utility lines and buried structures.

C. Notify Engineer immediately after utility conflicts are identified.

D. Erect and maintain temporary barriers, safety devices and similar measures for
protection of public and existing improvements to remain.
E. Install appropriate erosion and sediment control measures prior to starting
trenching.

F. Clear vegetation, debris, and rubbish from utility alignment. Dispose of material
off site.

G. When trench is in sodded areas, carefully remove sod and stockpile for placement
after backfill is placed.

H. When trench is in cultivated areas, remove 12 inches of topsoil and stockpile for
placement as final layer of backfill.

3.3 EXCAVATION

A. Excavate soil required for installation of utility lines and appurtenances.

B. Cut trenches sufficiently wide to enable installation of pipe and appurtenances,
and allow inspection. Cut slope of trench walls to meet Utah State Industrial
Commission and OSHA requirements, and soil conditions. Provide shoring where
needed. Take necessary precautions to protect employees in or around
excavations.

C. Remove water from trench. Maintain trenches free from water. Dewatering of
trench will be considered incidental to trenching and shall be included in bid
price.

D. Hand trim excavation for bell and spigot pipe joints and to required elevation for
buried structures. Remove materials that interfere with Work.

E. Remove lumped soil, boulders, and rock.

F. Correct areas over excavated and re-compact.

CMWC – 400,000 Gallon Upper Tank 33 05 20-4
G. Stockpile excavated material alongside of trench or in other areas to minimize
damage to improvements.

H. No more than 500 linear feet of open trench permitted. At end of each work day,
bring backfill operation concurrent with excavation operation.

I. For pipe, minimum width of trench shall not be less than outside diameter of pipe
plus 9 inches on each side of pipe.

J. Excavate trenches to depth indicated on Drawings. Provide uniform and
continuous bearing and support for bedding material and utilities.

K. Cut out soft areas of subgrade not capable of compaction in place. Backfill with
suitable material, and compact to density equal to or greater than requirements for
subsequent backfill material.

3.4 ROCK EXCAVATION

A. Not anticipated

3.5 LINES AND GRADES

A. Lay pipes to lines and grades indicated on Drawings.

B. Use laser-beam instrument with qualified operator to establish lines and grades.

C. Engineer may make changes in lines, grades, and depths of utilities when changes
are required for Project conditions.

3.6 SHEETING AND SHORING

A. Sheet, shore, and brace excavations to prevent danger to persons, structures and
adjacent properties and to prevent caving, erosion, and loss of surrounding subsoil.
Meet OSHA requirements.

B. Support trenches more than 5 feet deep excavated through unstable, loose, or soft
material. Provide sheeting, shoring, bracing, or other protection to maintain
stability of excavation.

C. Design sheeting and shoring to be removed at completion of trenching work.

D. Repair damage caused by failure of sheeting, shoring, or bracing and for
settlement of filled excavations or adjacent soil.

E. Repair damage to new and existing work from settlement, water or earth pressure
or other causes resulting from inadequate sheeting, shoring, or bracing.

CMWC – 400,000 Gallon Upper Tank 33 05 20-5
3.7 BACKFILL

A. After utilities, appurtenances, and bedding have been installed; backfill trenches.
Do not backfill over porous, wet, frozen, or spongy subgrade surfaces.

B. Employ placement method that does not disturb or damage utilities and other
improvements.

C. Backfill in layers not exceeding 12 inches non-compacted depth. Reduce layer
thickness if tests show unsatisfactory density. Use hand-operated compaction
equipment in areas inaccessible to self-propelled compaction equipment. When
using hand-operated compaction equipment, backfill in layers not exceeding 6
inches no-compacted depth.

D. Mix rocks with finer material to minimize voids. Do not place rocks exceeding 2
inches within 12 inches of pavement subgrade and within 2 feet of structures.

E. When trench is in cultivated areas, place stockpiled topsoil in final layer of
backfill. Remove rocks exceeding 1.5 inches from topsoil.

F. Maintain optimum moisture content of backfill materials to attain required
compaction density.

G. Compact backfill to density indicated in Compaction Schedule at end of this
Section.

H. Grade surplus material to blend in with existing contours or remove surplus
materials from site if necessary. Do not leave rocks originating from trench and
exceeding 2 inches on finish grade.

I. Slope surface grade away from buried structures.

J. Restore damaged surface improvements including, but not limited to: fences,
ditches, culverts, signs, delineators, curbs, sidewalks, structures, landscaping, and
other miscellaneous items. Restore improvements to equal or better condition as
existed prior to construction.

3.8 TOLERANCES

A. Top Surface of General Backfill: Plus or minus 0.1 foot from required elevations.

B. Top Surface of Backfill under Paved Areas: Plus or minus 0.04 foot from required
subgrade elevation.

C. Moisture Content: Plus or minus 2 percent of optimum. Test in accordance with
ASTM D6938.

CMWC – 400,000 Gallon Upper Tank 33 05 20-6
3.9 FIELD QUALITY CONTROL TESTING

A. Maximum Laboratory Density: Determined in accordance with AASHTO T180,
Method D for A-1 soils and AASHTO T99, Method D for other soils Test for
each type of soil encountered on site.
B. Establish roller patterns necessary to achieve density indicated in Compaction
Schedule at end of this Section.

C. Density Tests: Perform in accordance with ASTM D6938.
1. Frequency: Take minimum of one density test per lift for each 200 linear
feet of trench.
2. Acceptance: Average density equals or exceeds density indicated in
Compaction Schedule at end of this Section. Reject single density tests
greater than 4 percent below specified density.
3. If tests indicate Work is not acceptable, re-compact and retest. If
necessary, remove and replace Work.

3.10 PROTECTION OF FINISHED WORK

A. Protect utilities and improvements indicated to remain from damage.

B. Protect bench marks and survey control point from damage or displacement.

C. Protect finished Work from damage.

D. Reshape and re-compact trenches subjected to vehicular traffic during
construction.

3.11 COMPACTION SCHEDULE

A. Non-Traveled Areas: Compact backfill to minimum 90 percent of maximum
laboratory density. Includes trenches in landscape areas and unimproved areas.

B. Traveled Areas and Structures: Compact backfill to minimum 95 percent of
maximum laboratory density. Includes trenches below access roadway, structures,
sidewalks, roads, parking lots, driveways and access roadway.

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 33 10 00-1
SECTION 33 10 00
PIPING MATERIALS AND COMPONENTS

PART 1 - GENERAL

1.01 SCOPE

This section covers the work necessary for furnishing and installing the piping.

PART 2 - PRODUCTS

2.01 DUCTILE IRON PIPE

A. Ductile iron pipe shall conform to the requirements of the AWWA C151 and
AWWA C150. Pipeline thickness rating shall be minimum Class 53 for pipe as
required by the City. The pipe shall be provided with rubber gaskets, specials,
and fittings as required. Nominal pipe laying lengths shall be 20-feet.

B. Ductile Iron Fittings. Ductile iron fittings shall conform to the "American
National Standard for Gray Iron and Ductile Iron Fittings for Water and Other
Liquids" (ANSI/AWWA C110).

C. Ductile Iron Pipe Joints. Ductile iron pipe shall be furnished with mechanical
joints, flanged joints, flexible couplings as required and shall conform to the
"American National Standard for Rubber-Gasket Joints for Cast Iron and Ductile
Iron Pressure Pipe and Fittings" (ANSI A21.11 AWWA C111) and the "American
National Standard for Flanged Cast Iron and Ductile Iron Pipe with Threaded
Flanges" (ANSI A21.15 AWWA C115).

D. Restrained joints shall conform to the requirements of AWWA C151. Joint
restraints for pipe-to-pipe connections shall be Megalug Series 1700 by EBAA
Iron for push-on joints or Megalug Series 1100 by EBAA Iron for mechanical
joints, or approved equal. Joint restraints for fittings and bends shall be Megalug
Series 1100 by EBAA Iron, or approved equal.

E. Cement Mortar Lining. Ductile iron pipe and fittings shall be lined with cement
mortar in accordance with the requirements of the "American National Standard
for Cement Mortar Lining for Cast Iron and Ductile Iron Pipe and fittings for
Water" (ANSI A21.4 AWWA C104) except that lining thickness shall be not less
than 3/16 of an inch for pipe smaller than 24-in diameter and 1/4 of an inch for
pipe 24-in diameter and larger.

2.02 HDPE PIPE
A. High-density polyethylene pipe shall be as manufactured by ISCO Industries (or
approved equal) and shall have a minimum pressure rating as noted on the plans.
CMWC – 400,000 Gallon Upper Tank 33 10 00-2
The HDPE pipe shall have designation of PE 4710 (IPS size), made from resin
with a minimum cell classification of PE 445574C or higher in accordance with
ASTM F-714 and shall be NSF approved.
B. The manufacturer shall comply with AWWA Standard C901 or C906 by
certifying to the design engineer and marking the pipe with the appropriate
AWWA standard in the printline.
A. Fittings shall be pressure rated to match the system piping to which they are
joined. At the point of fusion, the outside diameter and minimum wall thickness
of the fitting shall meet the outside diameter and minimum wall thickness
specifications of AWWA C901 or AWWA C906 for the same size of pipe

2.03 STEEL PIPE

A. All steel pipe for water conveyance shall conform to AWWA C200 and ASTM
A53 – Grade B standard schedule and shall be epoxy lined and coated meeting
AWWA C210 standards.

2.04 GASKETS AND BOLTS

A. Except as otherwise provided, gaskets for flanged joints shall be 1/8-inch thick
rubber fabric.

B. All buried fittings using steel bolts shall be coated with no-oxide wax and
wrapped with polyethylene or as otherwise approved by ENGINEER.

2.05 SAFETY TAPE

A. Safety tape shall be a minimum of 2-inch wide by 5.0 mil overall thickness, with
no less than a 0.35-gauge solid aluminum foil core. It shall be colored per
American Public Works Association (APWA) National Color Code and shall be
clearly labeled with the words “CAUTION WATER LINE BELOW” or similar
wording approved by ENGINEER. Safety tape shall be MagnaTec by Empire
Level, or approved equal.

2.06 TRACER WIRE

A. All piping (including service lines) shall be installed with #14 gauge direct bury
blue tracer wire for pipeline location purposes by means of an electronic line
tracer.

1. The wires must be installed along the entire length of the pipe on the top of
the pipe and be held in place with poly tape at all pipe joints and at 5 foot
intervals.

2. Sections of wire shall be spliced together using approved splice caps and
waterproof seals. Twisting the wires together is not acceptable.
CMWC – 400,000 Gallon Upper Tank 33 10 00-3

PART 3 - EXECUTION

3.01 PIPE PREPARATION AND HANDLING

A. Each pipe and fitting shall be carefully inspected before the exposed pipe or
fitting is installed or the buried pipe of fitting is lowered into the trench. The
interior and exterior protective coating shall be inspected, and all damaged areas
patched in the field with material similar to the original. Clean ends of pipe
thoroughly. Remove foreign matter and dirt from inside of pipe and keep clean
during and after laying.

B. Use proper implements, tools, and facilities for the safe and proper protection of
the pipe. Carefully handle pipe in such a manner as to avoid any physical damage
to the pipe. Do not drop or dump pipe into trenches under any circumstances.

3.02 CUTTING PIPE

A. General. Cut pipe for inserting valves, fittings, closure pieces, and as otherwise
required, in a neat and workmanlike manner without damaging the pipe of lining
and so as to leave a smooth end at right angles to the axis of the pipe.

B. Steel Pipe. As far as practicable, all steel pipe shall be furnished in the proper
length in accordance with the reviewed shop drawings. If cutting of the steel pipe
is required in the field, cut with wheel type pipe cutter. Do not cut with flame or
hacksaw.

C. Dressing Cut Ends. Dress cut ends of pipe in accordance with the type of joint to
be made. Dress cut ends of mechanical joint pipe to remove sharp edges or
projections which may damage the rubber gasket. Dress cut ends of push-on joint
pipe by beveling, as recommended by the pipe manufacturer. Dress cut ends of
welded steel pipe for field welding by beveling in accordance with AWWA C20.
Dress cut ends of pipe for flexible couplings or flanged coupling adapters as
recommended by the coupling or adapter manufacturer.

3.03 LAYING BURIED PIPE

A. All buried pipe shall be prepared as hereinbefore specified and shall be laid on the
prepared base and bedded to insure uniform bearing. No pipe shall be laid in
water or when, in the opinion of the Engineer, trench conditions are unsuitable.
Joints shall be made as herein specified for the respective types. Take all
precautions necessary to prevent uplift and floating of the pipe prior to
backfilling. Where the pipe is connected to concrete structures, the connection
shall be made as shown. If the connection is not shown, make connection such
that a standard pipe joint is located no more than 18 inches from the structure.

CMWC – 400,000 Gallon Upper Tank 33 10 00-4

3.05 THRUST BLOCKING
C. Thrust blocks shall be installed at points where the pipe changes direction such as:
at all tees, elbows, wyes, caps, valves, hydrants, reducers, etc.
D. Thrust blocks shall be constructed so that the bearing surface is in direct line with
the major force created by the pipe or fitting.
E. Thrust blocks shall bear against solid undisturbed earth at the side and bottom of
the trench excavation and shall be shaped so as not to obstruct access to the joints
or the pipe or fitting.
F. Thrust blocks shall be sized and constructed per APWA Standards or the
drawings, whichever is greater.
3.06 PRELIMINARY CLEANING AND FLUSHING

A. CONTRACTOR shall flush the pipeline as the work progresses by a means in
accordance with good practice to ensure that sand, rocks, or other foreign material
do not remain in any of the pipeline. If possible, the flushing shall be made with
an open pipe end.

B. CONTRACTOR shall provide to ENGINEER a proposed schedule and method of
flushing for review before the flushing starts.

3.07 HYDROSTATIC TESTING
A. See Cottonwood Mutual Water Company Standards.

3.08 TRACER WIRE TESTING
B. Upon completion of the pipe installation, CONTRACTOR shall demonstrate
that the wire is continuous and unbroken through the entire run of the pipe.
1. Demonstration shall include full signal conductivity (including splices) when
energizing for the entire run in the presence of OWNER OR ENGINEER.

2. If the wire is broken, CONTRACTOR shall repair or replace it. Pipeline
installation will not be accepted until the wire passes a continuity test.

END OF SECTION 33 10 00
CMWC – 400,000 Gallon Upper Tank 33 12 16-1
SECTION 33 12 16
WATER VALVES AND ACCESSORIES

PART 1 - GENERAL

1.01 SCOPE

A. This section covers the work necessary for furnishing and installing gates, valves,
and miscellaneous equipment.

1.02 REFERENCES

A. The latest edition of the following publications form a part of these specifications
to the extent referenced. The publications are referred to in the text to by basic
designation only.

B. AMERICAN WATER WORKS ASSOCIATION (AWWA)

1. C-500 Metal-Seated Gate Valves for Water Supply Services
2. C-504 Standard for Rubber-Seated Butterfly Valves
3. C-509 Resilient-Seated Gate Valves for Water Supply Service
4. C-512 Air-Release, Air/Vacuum, and Combination Air Valves for
Waterworks Service
5. C-515 Standard for Reduced-Wall, Resilient-Seated Gate Valves for
Water Supply Services

1.03 SUBMITTALS

A. Submit catalog cut sheets on all mechanical appurtenances including: fittings,
valves, or other items shown on the Drawings referencing each item by mark
number. Information shall indicate manufacture specification compliance and
dimensional data.

PART 2 - PRODUCTS

2.01 GATE VALVES

A. Gate valves shall conform to the "Standard for Resilient-Seated Gate Valves for
Ordinary Water Works Service" (AWWA C-500 and C-509). Valves shall be of
the resilient-seat type with non-rising stem, opening to the left, and provided with
a 2-inch square operating nut for buried valves or handwheel for valves located in
structures. Buried valves shall be of flange or mechanical joint design to match
pipe joint system.

CMWC – 400,000 Gallon Upper Tank 33 12 16-2
B. Valves, valve-operating units, stem extensions and other accessories shall be
installed by CONTRACTOR where shown, or where required in the opinion of
ENGINEER, to provide for convenience in operation. Where buried valves are
indicated, CONTRACTOR shall furnish and install valve boxes to 3-inches above
grade in unimproved areas, at grade with concrete collar in asphalted driving
areas or 6” below finished grade in gravel/dirt driving areas. All valves and gates
shall be new and of current manufacture.

C. The valve shall have an FDA, EPA, AWWA C550 and ASTM D1763 approved
two-part thermosetting epoxy protective coating (10 mil minimum inside and out)
system that is non-toxic and imparts no taste to water.

D. The flanges of valves may be raised or plain faced. Flanges of valves shall be
faced and drilled to 125-lb American Standard template.

E. All valves shall be furnished with pressure classes equal to or better than the
pressure class of the pipe with which the valves are to be used. Unless otherwise
specified, each valve body shall be tested under a test pressure equal to twice its
design water-working pressure.

F. Valves shall be Mueller Resilient Seat, no approved equal.

2.02 DUAL DISC CHECK VALVE
A. The check valve shall be dual disc, wafer style with torsion spring induced
closure. Valves 2” through 36” diameter shall be suitable for pressures up to 250
psi water service.
B. The valve shall be designed, manufactured, and tested in accordance with
AWWA C 518.
C. Joints: Provide the type of joint as specified on the Contract Drawings. Unless
noted otherwise, provide wafer style valves for installation between ANSI B16.1
Class 125 flanges.
D. Materials: The valve body shall be constructed of carbon steel per ASTM A 216,
Grade WCB. The disc shall be constructed of ASTM B 584, Alloy C83600 cast
bronze, or ASTM B 148, Alloy C95200 cast aluminum bronze, or ASTM A 351
Grade CF8M Stainless Steel. The pivot pins, stop pins, and torsion spring shall
be Type 316 Stainless Steel for sizes up to 16-inch diameter and ASTM A 313
Type 17-7 PH on 18-inch diameter and larger. The seal shall be EPDM, Buna-N
per ASTM D 2000-BG.
E. Valve interior and exterior shall be coated with fusion bonded epoxy in
accordance with AWWA C 550.
F. Dual-disc check valves shall be Series #8800 by Val-Matic, or approved equal
CMWC – 400,000 Gallon Upper Tank 33 12 16-3
2.03 BUTTERFLY VALVES

A. Butterfly valves shall be AWWA C504 Standard Class 150B, and have a Flange
by Flange, Flange by Mechanical Joint, Mechanical Joint, or wafer body style, as
indicated on the drawings, rated for 200 psi working pressure. The valves shall
have a heavy-duty ductile iron body with flanges fully faced and drilled per ANSI
B16.1 Class 150B, cast or ductile iron disc, stainless steel shaft, and resilient
replacement seat. Maximum flow velocity shall be less than 16 fps for cold water
service. The valve shall have a hand wheel operator, 2-inch Standard AWWA nut
operator, or traveling nut actuators rated at 450 ft. lbs. torque, and integral disc
position indicators, or connected to an electric motor operator as noted on the
drawings.

B. The valve shall have a fusion bonded epoxy protective coating (10 mil minimum
inside and out) system that is non-toxic and imparts no taste to water. The epoxy
shall be applied in accordance with AWWA C550 and be ANSI/NSF 61 certified
for potable water pipes.

C. The valve shall be manufactured by Val-matic or approved equal.

2.04 ELECTRIC MOTOR OPERATORS

A. The butterfly valve in the drain line manhole shall include an Electric Motor
Operator. The Contractor shall be responsible for assuring that valve stem
diameter, threading, key and keyway adaptation, and other dimensional
information is as required to make the valve actuator and valve function as an
integrated package.

B. The operator shall mount directly to the butterfly valve. The motor operator shall
include the motor, gearing, limit and torque switches, selector switch, push button
station, position indicator, control voltage transformer, integral reversing
controller, indicator lights, handwheel, lubricants, heating elements, wiring, and
terminals. Each operator shall be constructed as a self-contained unit with a
ductile iron weatherproof housing and shall be integrally assembled on the
applicable valve by the valve manufacturer. Position and limit switches, position
transmitters, controls, indicating lights, devices, and selector switches shall be
coordinated with the input/output requirements of the control system as indicated
on the drawings. The motor operators shall have a 24 VDC electrical rating to be
powered by the solar panel provided by others.

C. The operators for butterfly valves shall be designed to stroke from full open to full
close or from full close to full open in not less than 90 seconds. Operating time
for all valves of a give size shall be equal.

D. The Electric Motor Operator shall provide adequate seating, unseating and
dynamic torque to properly operate the butterfly valves. The Electric Motor
Operator shall be Rotork Model IQT 500 actuator or approved equal.

CMWC – 400,000 Gallon Upper Tank 33 12 16-4

PART 3 - EXECUTION

3.01 GENERAL

A. Before installation, carefully clean valves of all foreign material, adjust stuffing
boxes, and inspect valves in open and closed positions. Install valves in
accordance with the applicable portions of these Specifications.

B. Unless otherwise indicated, install valves with the stem vertical. Mount
horizontal valves in such a manner that adequate clearance is provided for
operation. Installation practices shall conform to manufacturer's
recommendations.

C. Prior to installing flanged valves, the flange faces shall be thoroughly cleaned.
After cleaning, insert the gasket and tighten the nuts progressively and uniformly.
If flanges leak under pressure, loosen the nuts, reseat or replace the gasket, re-
tighten the nuts, and retest the joint. Joints must be watertight at test pressures
before acceptance.

3.02 TESTING

A. Valves will be tested at the same time that the adjacent pipeline is tested. Joints
shall show no visible leakage under test. Repair joints that show signs of leakage
prior to final acceptance. If there are any special parts of control systems or
operators that might be damaged by the pipeline test, they shall be properly
protected. The Contractor will be held responsible for any damage caused by the
testing.

END OF SECTION
CMWC – 400,000 Gallon Upper Tank 33 16 16 -1
SECTION 33 16 16
REINFORCED CONCRETE WATER STORAGE RESERVOIR
PART 1 GENERAL
DESCRIPTION
This Section covers construction of an underground water storage reservoir.
REFERENCES
Work covered by this Specification shall meet or exceed the provisions of the latest editions
of the following Codes and Standards in effect at the time of award of the Contract:
AMERICAN CONCRETE INSTITUTE (ACI)
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 350 Code Requirements for Environmental Engineering Concrete
Structures
ACI Manual of Concrete Practice
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C652 Standard for Disinfection of Water-Storage Facilities
NATIONAL SANITATION FOUNDATION
NSF 61 Drinking Water System Components - Health Effects.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
D 1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures
Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop
SUBMITTALS
All submittals shall be in accordance with Section 01 33 00 - Submittal Procedures.
Submit a proposed plan for disinfecting the drinking water reservoir. The plan shall
include a method of disposing of any high concentrations of chlorine solution.
DESIGN CRITERIA
Governing Code: ACI 350-06
Importance Factor: 1.5
Ss = 0.767 g; S1 = 0.269 g
Ground Snow Load = 70 psf
CMWC – 400,000 Gallon Upper Tank 33 16 16 -2
PART 2 PRODUCTS
CONCRETE
All concrete work shall be in accordance with Section 03 30 00 Cast-in-Place Concrete.
NSF STANDARD 61 CERTIFICATION
All interior surfaces or coating within drinking water reservoir shall consist of products
which are certified by laboratories approved by ANSI and which comply with ANSI/NSF
Standard 61. This applies to any pipes and fittings, protective materials (e.g. paints,
coatings, concrete admixtures, concrete release agents, concrete sealers, etc.), joining and
sealing materials (e.g. adhesives, caulks, gaskets, primers, sealants, etc.) which are
located so as to come into contact with drinking water.
JOINT SEALANT
Joint Sealant shall be NSF 61 SIKAFLEX – 2C NS EZ or approved equal.
PART 3 EXECUTION
PREPARATION OF SURFACES
Subgrade upon which concrete is placed shall be firm and free from water, frost, ice, mud,
and deleterious materials. The structural fill under footings and slabs shall be compacted
to 95% minimum density and within 2% optimum moisture as determined by ASTM D-
1557. Disturbed soils forming the base to the structural fill shall be removed and replaced
with structural fill material compacted to 95% minimum density and within 2% optimum
moisture as determined by ASTM D-1557. Reference the Geotechnical Report for
additional requirements.
Rock Subgrade: When concrete is to be deposited on rock, the rock shall be fully
uncovered, cleaned, and its surface shall be removed to a depth sufficient to expose sound
rock. Bedrock shall be roughly leveled-off or cut to approximately horizontal and vertical
slopes.
Piping, conduits and other similar items shall be in place and clean of any deleterious
substance.
SAMPLING AND TESTING
Testing shall be at Contractor’s expense with Contractor responsible for coordination with
testing agency.
CONSTRUCTION JOINTS
Construction joints shall be located as indicated or approved. Unless otherwise indicated
concrete placing shall be continuous.
CMWC – 400,000 Gallon Upper Tank 33 16 16 -3
FINISHING CONCRETE
Concrete finishing shall conform to Section 03 30 00 Cast-in-Place Concrete as follows:

FINISH SCHEDULE
Item Location Reservoir
1 Footing/Floor Slab Trowel Finish
2 Walls Rough Form Finish
3 Columns Smooth Form Finish
4 Roof Slab Trowel Finish
5 Hatch Curb Walls Rough Form Finish

CURING AND PROTECTION
Concrete curing shall conform to Section 03 30 00 Cast-in-Place Concrete as follows:
CONCRETE RESERVOIR
1 Floor Slab Water or membrane cure
2 Walls Leave forms in place a minimum of 24 hours then apply a membrane
curing compound
3 Columns Leave forms in place a minimum of 24 hours then apply a membrane
curing compound
4 Roof Slab Apply membrane curing compound to roof deck surface. Leave
forms in place a minimum of 10 days or until concrete has reached
at least 80 percent of the required compressive strength
5 Other Concrete Membrane Curing
MISCELLANEOUS SITE WORK
1 Concrete Work Apply membrane curing compound

RESERVOIR DISINFECTION AND TESTING WATER
CONTRACTOR shall make arrangement with the Cottonwood Mutual Water Company
for the use of water to disinfect and test the reservoir. CONTRACTOR shall be responsible
for cost of water to fill the reservoir.
Any water discharged from the site must meet Owner’s standards for discharge.
CLEANING RESERVOIR
After construction is completed, the interior of the tank shall be completely hosed out and
cleaned of all dirt and loose material.
CMWC – 400,000 Gallon Upper Tank 33 16 16 -4
RESERVOIR DISINFECTING
CONTRACTOR shall disinfect the drinking water reservoir in accordance with the latest
revision of AWWA C652 "DISINFECTION OF WATER-STORAGE FACILITIES".
Only AWWA approved methods, i.e. chlorination of the full storage, or spraying or
painting of surfaces, will be allowed.
After the chlorination procedure is completed, and before the storage facility is placed in
service, water from the full facility shall be sampled and tested by Contractor for coliform
organisms and Volatile Organic Compounds (VOC) in accordance with the latest edition
of "Standard Method for the Examination of Water and Wastewater".
Test for Odor. The water in the full facility will also be tested to assure that no
offensive odor exists due to chlorine reactions or excess chlorine residual.
Results of Testing. If the test for coliform organism is negative, then the storage facility
may be placed in service after Owner obtains an Operating Permit from the Utah
Division of Drinking Water. If the test shows the presence of coliform bacteria, then
the situation shall be evaluated by a qualified Engineer. In any event, repeat samples
shall be taken until two consecutive samples are negative, or the storage facility shall
again be subjected to disinfection at no additional cost to OWNER.
RESERVOIR TESTING
Testing - On completion of the tank and prior to any specified backfill placement at the
footing or wall, the following test shall be applied to determine water-tightness:
Fill the tank with potable water to the maximum level and let it stand for at least 24
hours.
Measure the drop in liquid level over the next 72 hours to determine the liquid volume
loss for comparison with the allowable leakage. Evaporative losses shall be measured
and deducted from the measured loss to determine the net liquid loss (leakage). The
net liquid loss for a period of 24 hours shall not exceed 0.05 of 1 percent of the tank
capacity being tested.
If the leakage exceeds the maximum allowable, the leakage test shall be extended to a
total of five days. If at the end of five days the average daily leakage does not exceed
the maximum allowable, the test shall be considered satisfactory. If the net liquid loss
exceeds the maximum allowable, leakage shall be considered excessive and the tank
shall be repaired, re-disinfected, and re-tested until leakage falls within the appropriate
limit.
Damp spots on the exterior wall surface or measurable leakage of water at the wall base
shall not be permitted. Damp spots are defined as spots where moisture can be picked
up on a dry hand. The source of water movement through the wall shall be located and
permanently sealed in an acceptable manner. Leakage through the floor or the wall-
base joint or footing shall likewise be corrected.
The tank shall not be backfilled until and unless ENGINEER has accepted the tests.
CMWC – 400,000 Gallon Upper Tank 33 16 16 -5
REPAIRS
CONTRACTOR shall make all necessary repairs if the tank fails the leakage test or is
otherwise defective. The method of repair shall be subject to acceptance by OWNER.
General Concrete Repair. The most common repair method for small areas of
honeycombed concrete (rock pockets) and other defective concrete is removal and
replacement with non-shrink aggregate grout (which may include pea gravel aggregate)
bonded to the concrete with an epoxy bonding agent. The minimum strength of the material
used in the repair shall equal or exceed that specified for the concrete. Defective tie-hole
patches shall be removed and the holes repacked or epoxy injected.
Wall Repair.
Damp or wet spots resulting from leakage through the wall shall be repaired with a
high-pressure epoxy injection grouting system or other method acceptable to OWNER.
When epoxy grouting is to be performed, a low-viscosity, two-component, water-
insensitive, nontoxic epoxy-resin system with an inline metering and mixing system
shall be used. The pumps shall be capable of producing a minimum injection pressure
of 100 psi. Injection pressure shall be limited to 300 psi to ensure complete penetration
of the defect without damaging the structure. Epoxy shall reach a minimum
compressive strength of 6,000 psi in 24 hours according to the requirements of ASTM
D695. An applicator with successful past experience in water-retaining structures shall
be present on the job at all times while repairs are being made. Work shall be
guaranteed against failure of the epoxy bond in the repair areas for a minimum period
of one year.
Any exposed defect receiving epoxy repair shall first be cleaned of dirt, laitance, and
other material that might prevent proper bonding. A suitable temporary seal shall then
be applied to the surface of the defect to prevent the escape of the epoxy. Entry ports
shall be spaced along the seal at intervals not greater than the thickness of the cracked
element. The epoxy shall be injected into the crack at the lowest port first, with
sufficient pressure to advance the epoxy to an adjacent port, using a small nozzle held
tightly against the port. The operation shall continue until epoxy material begins to
extrude from the adjacent port. The original port shall be sealed and the injection shall
be repeated in one continuous operation until the crack has been injected with epoxy
for its entire length. All ports, including adjacent locations where epoxy seepage
occurs, shall be sealed as necessary to prevent drops and runouts. On completion of
the injection of the crack, the grout shall be allowed to cure for a sufficient time to
allow the removal of the temporary seal without any draining or running out of the
adhesive epoxy material from the crack. The surface of the crack shall then be finished
flush with the adjacent surfaces and shall show no indentations or evidence of port
filling.

CMWC – 400,000 Gallon Upper Tank 33 16 16 -6
Floor and piping repair.
The total loss shall not exceed the criteria stated in subsection 3.9. If the loss of water
exceeds the criteria, the tank floor shall be inspected for point sources of leakage with
the tank full or empty.
Water loss through defective areas of the floor shall be located. Defective floor
concrete shall be repaired according to subsection 3.10.B. Floor joints and cracks shall
be repaired by epoxy injection grouting as specified in subsection 3.10.C, by routing
and applying a capillary waterproofing system, or by other means acceptable to
OWNER.
BACKFILL
Backfill operation shall be done after concrete in the structure has reached its design
strength, has passed all leak detection tests, and approval is given by ENGINEER.
Backfill on top of the reservoir deck, if required, shall not cause excessive loads greater
than the design loads. Material shall not be stacked more than 24" in any pile and shall be
evenly distributed in layers not to exceed 12" in depth. The backfill on the roof shall be
placed with lightweight construction equipment only: 6,000 lbs. or less in gross weight.
SOIL COVER
The soil cover, if required, shall be compacted to not less than 85% maximum density as
determined by ASTM D-1557.

END OF SECTION 33 16 16
14425 South Center Point Way Bluffdale, Utah 84065
Phone [phone] | [e-mail]
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
GeoStrata Job No. 1712-001
May 10, 2022
Prepared for:
MCCWDG LLC
Co: Ray Nettleton of Roof Top Developers LLC
704 East 600 South
Kaysville, UU 84037
801-688-5443
[e-mail]
14425 S. Center Point Way, Utah 84065
T: [phone] ~ [e-mail]
Prepared for:
MCCWDG LLC
Co: Ray Nettleton of Roof Top Developers LLC
704 East 600 South
Kaysville, UU 84037
801-688-5443
[e-mail]
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
GeoStrata Job No. 1712-001
Prepared by:
_______________________
Sofia Agopian, P.G. Timothy J. Thompson, P.G.
Project Geologist Principal Geologist
______________________ ______________________
Caleb Allred, P.E. Justin Scott Seal, P.E., G.I.T.
Project Engineer Associate Principal Engineer
GeoStrata
14425 South Center Point Way
Bluffdale, UT 84065
[phone]
May 10, 2022
5/10/202
2
5/10/2022
Copyright © 2022 GeoStrata i 1712-001 - Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY ...................................................................................1
2.0 INTRODUCTION..................................................................................................3
2.1 PURPOSE AND SCOPE OF WORK .................................................................3
2.2 PROJECT DESCRIPTION ..................................................................................3
3.0 METHODS OF STUDY ........................................................................................5
3.1 OFFICE INVESTIGATION ................................................................................5
3.2 FIELD INVESTIGATION ..................................................................................5
3.3 LABORATORY INVESTIGATION ..................................................................6
3.4 ENGINEERING ANALYSIS ..............................................................................6
4.0 GEOLOGIC CONDITIONS ................................................................................8
4.1 REGIONAL GEOLOGIC SETTING ..................................................................8
4.2 REPORTED SITE GEOLOGY ...........................................................................9
4.3 SITE SPECIFIC GEOMORPHOLOGY .............................................................9
4.4 SEISMICITY AND FAULTING ........................................................................9
5.0 GENERALIZED SITE CONDITIONS .............................................................11
5.1 SURFACE CONDITIONS ................................................................................11
5.2 SUBSURFACE CONDITIONS ........................................................................11
5.2.1 Soil Observations ...........................................................................................11
5.3 GROUNDWATER CONDITIONS ...................................................................12
5.3.1 Site Observations .......................................................................................12
5.3.2 Literature Review .......................................................................................12
5.4 INTERPRETATION OF SUBSURFACE CONDITIONS ...............................12
5.5 STRENGTH OF EARTH MATERIALS ..........................................................13
6.0 GEOLOGIC HAZARDS .....................................................................................15
6.1 LANDSLIDE, SLUMP, CREEP .......................................................................15
6.2 GLOBAL STABILITY OF NATURAL SLOPES ............................................15
6.3 NEAR SURFACE STABILITY OF NATURAL SLOPES ..............................17
7.0 GEOLOGIC HAZARDS SUMMARY AND CONCLUSIONS ......................18
8.0 CLOSURE ............................................................................................................19
8.1 LIMITATIONS ..................................................................................................19
9.0 REFERENCES CITED .......................................................................................20
Copyright © 2022 GeoStrata ii 1712-001 - Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
APPENDICES
Appendix A Plate A-1 – Site Vicinity Map
Plate A-2 – Topographic Map
Plate A-3 – Hillshade Map
Plate A-4 – Slope Map
Plate A-5 – Exploration Location Map
Plate A-6 – Site Vicinity Geologic Map
Plate A-7 – Site Vicinity 30’ X 60’ Geologic Map
Plate A-8 – Hydrologic Data
Plate A-9 – Cross Section A-A’
Appendix B Plate B-1 – Geotechnical Logs
Plate B-2 – Soil Symbols and Description Key
Appendix C Plate C-1 – Atterberg’s Limits Test Results
Plate C-2 to C-4 – Unconfined Compression Test Results
Plate C-5 to C-6 – Direct Shear Test Results
Appendix D Plate D-1 – Cross Section A-A’ Static Conditions
Plate D-2 – Cross Section A-A’ Pseudo Static Conditions
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MCCWDG Water Tank
1.0 EXECUTIVE SUMMARY
The purpose of our geologic hazards and geotechnical investigation is to assess the proposed
location of the MCCWDG 600,000-gallon water tank in Mountain Green, Utah for potential
geologic hazards that may impact the cost and feasibility of the proposed construction. Our
geologic hazards assessment for the subject property has been completed in order to meet the
requirements described in Title 8 Chapter 5 Article I of the Morgan County Code. As part of this
assessment, we have identified and described geologic hazards observed within or immediately
adjacent to the subject site and have provided our professional opinion as to whether these
geologic hazards can be mitigated or avoided where we deem the hazards to be impracticable to
mitigate. The work performed for this report was performed in accordance with our proposal,
dated February 3, 2022 and our scoping letter submitted to and accepted by Morgan County,
dated February 14, 2022.

The proposed location of the MCCWDG water tank is located in a small drainage basin above
and south of Cottonwood Creek in Mountain Green, Utah. Based on our understanding, the
proposed MCCWDG water tank will be buried and will be designed to have the storage capacity
of approximately 600,000-gallons. Construction plans were not available at the time this report
was prepared. Based on our conversations with the Client, we understand that the proposed
location for the water tank is to be located on a relatively flat area adjacent to the existing
drainage.

The landslide, slump and creep hazards that would potentially impact the site were assessed as
part of this study. Landslide deposits (Qms, Qmso) are mapped upslope and to the north and
south of the proposed water tank site. Colluvium (Qc) is identified as underlying the location of
the proposed water tank and based on Title 8 Chapter 5 Article I of the Morgan County Code, a
slope stability assessment for the proposed water tank should be performed as part of this
geologic hazards investigation which will be discussed in Section 6.2 Global Stability of Natural
Slopes and Section 6.3 Near Surface Stability of Natural Slopes of this report. It is the opinion of
GeoStrata that the landslide, slump, and creep hazard at the site is considered low and should not
preclude the proposed development at the subject site as long as the recommendations presented
in this report are followed.

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GeoStrata performed a site specific slope stability analysis. Based on the results of our slope
stability analysis described above, the site meets the industry standard of care recommended
factors of safety of 1.5 and 1.0 for static and pseudo-static conditions, respectively. Since final
design plans were not available to GeoStrata at the time this report was prepared, GeoStrata
should be contacted to review all proposed cut and fill and all other site grading plans for the
proposed development of the site. GeoStrata may need to complete additional slope stability
analyses depending on the planned grading and site improvements. GeoStrata can provide the
developer with recommendations to maintain proper slope stability and factor of safety at the
owners request if deemed necessary.

NOTICE: The scope of services provided within this report are limited to the assessment of the subsurface
conditions for the proposed development. This executive summary is not intended to replace the report of
which it is part and should not be used separately from the report. The executive summary is provided solely
for purposes of overview. The executive summary omits a number of details, any one of which could be
crucial to the proper application of this report.
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MCCWDG Water Tank
2.0 INTRODUCTION
2.1 PURPOSE AND SCOPE OF WORK
The purpose of our geologic hazards and geotechnical investigation is to assess the proposed
location of the MCCWDG 600,000-gallon water tank in Mountain Green, Utah for potential
geologic hazards that may impact the cost and feasibility of the proposed construction. Our
geologic hazards assessment for the subject property has been completed in order to meet the
requirements described in Title 8 Chapter 5 Article I of the Morgan County Code. As part of this
assessment, we have identified and described geologic hazards observed within or immediately
adjacent to the subject site and have provided our professional opinion as to whether these
geologic hazards can be mitigated or avoided where we deem the hazards to be impracticable to
mitigate. The work performed for this report was performed in accordance with our proposal,
dated February 3, 2022 and our scoping letter submitted to and accepted by Morgan County,
dated February 14, 2022. Our scope of services included the following:

• Review of available references and maps of the area.
• Stereographic aerial photograph interpretation of aerial photographs covering the site
area.
• Review of Digital Elevation Models obtained from the State of Utah UGRC.
• Geologic reconnaissance and field review of geologic mapping of the site by an
engineering geologist to observe and document pertinent surface features indicative of
geologic hazards.
• Subsurface investigation and sample collection for laboratory testing.
• Logs of exploratory borehole.
• Evaluation of our observations and laboratory testing in preparation of this written report
with conclusions and recommendations regarding summary of laboratory testing,
discussion of site-specific soil and groundwater conditions and slope stability assessment.

The recommendations contained in this report are subject to the limitations presented in the
Limitations section of this report.
2.2 PROJECT DESCRIPTION
The proposed location of the MCCWDG water tank is located in a small drainage basin above
and south of Cottonwood Creek in Mountain Green, Utah (see Plate A-1 Site Vicinity Map, Plate
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A-2 Topographic Map). Based on our understanding, the proposed MCCWDG water tank will
be buried and will be designed to have the storage capacity of approximately 600,000-gallons.
Construction plans were not available at the time this report was prepared. Based on our
conversations with the Client, we understand that the proposed location for the water tank is to
be located on a relatively flat area adjacent to the existing drainage.

It should be noted that in addition to this geologic hazards investigation GeoStrata is
concurrently completing a geotechnical investigation for the subject property. Results for that
investigation will be summarized in a separate geotechnical engineering report. However,
pertinent information obtained from that investigation, such as soil strength and seismic
parameters will be utilized in this report to assess the slope stability hazard within the subject lot.
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3.0 METHODS OF STUDY
3.1 OFFICE INVESTIGATION
To prepare for the investigation, GeoStrata reviewed pertinent literature and maps listed in the
references section of this report, which provided background information on the local geologic
history of the area and the locations of suspected or known geologic hazards (Elliot and Harty,
2010; USG, 2016; Black and others, 2003; King and others, 2008; Coogan and King 2016). A
stereographic aerial photograph interpretation was performed for the subject site using two sets
of stereo aerial photographs obtained from the UGS as shown in Table 1.

Source Photo Number Date Scale
UGS BPK_3-43 July 20, 1938 1:20,000
UGS BPK_3-44 July 20, 1938 1:20,000
Table 1: Aerial Stereosets.

GeoStrata also conducted a review of 2020 0.5-meter lidar provided by the State of Utah UGRC
to assess the subject site for visible lineations or other geologic hazards related geomorphology.
The digital elevation models were used to create hillshade and slope imagery that could be
reviewed for assessment of geomorphic features related to geologic hazards (Plate A-3 Hillshade
Map, Plate A-4 Slope Map).
3.2 FIELD INVESTIGATION
An engineering geologist investigated the geologic conditions within the general site area. A
field geologic reconnaissance was conducted to observe existing geologic conditions and to
assess existing geomorphology for surficial evidence of geologic hazards. We used our field
observations to assess the observations made during our office research and to observe any
evidence of geologic hazards that were not evident in our office research, but which could be
observed in the field.

In addition, subsurface soil conditions were explored by advancing one borehole to a depth of
approximately 41½ feet below the existing site grade. The borehole location was chosen to
provide a representative cross section of the subsurface soil conditions in the anticipated vicinity
of the proposed water tank as well as to provide additional insight into the nature of the near-
surface geology of the site. The approximate location of the borehole is shown on the
Copyright © 2022 GeoStrata 6 1712-001 - Geologic Hazards and Geotechnical Investigation
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Exploration Location Map, Plate A-5 in Appendix A. Geotechnical log of the borehole were
completed as part of this study and can be found on Plate B-1 within Appendix B of this report.
A track mounted drill rig was used to drill the borehole. Both disturbed and undisturbed soil
samples were obtained from each of the exploration locations and transported to our laboratory
for testing to evaluate engineering properties of the various earth materials observed. The soils
were classified according to the Unified Soil Classification System (USCS) by the Geotechnical
Engineer. Classifications for the individual soil units are shown on the attached Borehole Logs.
Keys to Soil Symbols and Terminology is presented on Plate B-2.
3.3 LABORATORY INVESTIGATION
As part of our geotechnical investigation, GeoStrata has completed geotechnical laboratory
testing on selected soil samples obtained during our field investigation. The laboratory testing
program was designed to evaluate the engineering characteristics of onsite earth materials.
Laboratory tests conducted during this investigation include:

- Grain Size Distribution Analysis (ASTM D422)
- Atterberg Limits Test (ASTM D4318)
- Direct Shear Test (ASTM D3080)
- Unconfined Compression Test (ASTM D2166)

While the majority of this information will be contained within our geotechnical report and
pertains largely to the design of the proposed structure, laboratory testing results pertinent to this
geologic hazard investigation will be utilized. Laboratory testing results utilized in this
investigation can be found attached to this report in Appendix C.
3.4 ENGINEERING ANALYSIS
Engineering analyses were performed using soil data obtained from the laboratory test results
and empirical correlations from material density, depositional characteristics, and classification.
Appropriate factors of safety were applied to the results consistent with industry standards and
the accepted standard of care.

The global stability of the slope stability profile was modeled using the SLIDE computer
application and the Bishop’s Simplified Method of analysis. Calculations for stability were
developed by searching for the minimum factor of safety for a circular-type failure. Homogenous
earth materials and arcuate failure surfaces were assumed. Topographic information for the
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profiles was obtained using the 0.5-meter lidar provided by the State of Utah URGC. Slope
stability modeling results for this investigation can be found attached to this report in Appendix
D.
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4.0 GEOLOGIC CONDITIONS
4.1 REGIONAL GEOLOGIC SETTING
The site is located in a small drainage basin located on the north facing slopes of Cottonwood
Creek Canyon and in the northeastern margin of Morgan Valley at an elevation of approximately
5,500 feet above sea level. The bedrock unit underlying the hillsides along the eastern margins of
Morgan Valley is mapped as Tertiary Norwood Formation (Tn), Unnamed Tertiary
Conglomerate (Tcg), Younger Unnamed Tertiary Conglomerate (Tcy), and Tertiary
Fanglomerate of Huntsville (Thv). The bedrock unit underlying the hillsides along the western
margins of Morgan Valley is mapped as Tertiary Norwood Formation (Tn) (Coogan and others,
2015; Coogan and King, 2016) (Coogan and others,2015; Coogan and King, 2016). The
Norwood Formation (Tn) is described as light gray to light brown altered tuff (claystone), altered
tuffaceous siltstone and sandstone, and conglomerate (Coogan and others, 2015). The Unnamed
Tertiary Conglomerate (Tcg) is described as rounded, pebble to boulder sized quartzite clast
conglomerate with less than 10% and greater than 50% gray, tan or reddish matrix and
interbedded with pebble bearing mudstone to sandstone and some claystone (Coogan and others,
2015). The Younger Unnamed Tertiary Conglomerate (Tcy) is described as rounded pebble to
boulder sized quartzite clast conglomerate with gray, tan, or reddish matrix (Coogan and others,
2015). The Tertiary Fanglomerate of Huntsville (Thv) is described as poorly to moderately
consolidated, pebble to boulder gravel in a brown to reddish brown silt and sand matrix (Coogan
and others, 2015).

The upper Pleistocene to Holocene geologic units of Morgan Valley generally consists of
lacustrine deposits (Qlf, Qls, Ql) related to the Lake Bonneville Cycle, alluvial deposits related
to stream and floodplain deposits (Qal) and alluvial fan deposition (Qaf), and colluvial deposits
(Qc, Qcg) related to slope wash and soil creep. At the end of the Pleistocene, Lake Bonneville
receded, and streams began to incise the large deltas that had formed at the mouth of major
canyons. The eroded material was deposited in shallow lakes and marshes in the basin and at the
base of the nearby canyons in a series of recessional deltas and alluvial fan deposits that extend
onto the valley floor. Once the lake had fully receded, post-Bonneville stream alluvium and
floodplain sediments (Qal) related to the Weber River, East Canyon Creek and Deep Creek were
deposited on the valley floor. These stream alluvium and floodplain sediments have a reported
maximum thickness of up to 50 feet (Coogan and others, 2015).

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4.2 REPORTED SITE GEOLOGY
The surficial deposits within the area of the proposed water tank are mapped as Holocene and
Pleistocene colluvium deposits (Qc) and landslide and colluvial deposits (Qmc) as shown on
Plate A-6 Site Vicinity Geologic Map and Plate A-7 Site Vicinity 30x60 Geologic Map.
Oligocene and Miocene Tertiary conglomerate (Tcg, Tcy) bedrock is mapped uphill from the
proposed location of the water tank and likely underlies the colluvium deposits (Qc) and
landslide and colluvial deposits (Qmc) described above. The Tertiary Conglomerate bedrock
(Tcg, Tcy) is described as rounded, pebble to boulder sized quartzite clast conglomerate with less
than 10% and greater than 50% gray, tan or reddish matrix and interbedded with pebble bearing
mudstone to sandstone and some claystone (Coogan and others, 2016). Both Coogan and King
(2006) and Coogan and King (2016) identify a Pleistocene landslide deposit (Qmso) north and
upslope from the location of the proposed water tank. A Holocene landslide deposit (Qms) is
also identified by Coogan and King (2006) south and upslope from the location of the proposed
water tank.
4.3 SITE SPECIFIC GEOMORPHOLOGY
GeoStrata reviewed 1938 aerial stereosets and hillshade and slope imagery derived from 2020
0.5-meter lidar provided by the State of Utah URGC to assess the subject site for visible
lineations or other geologic hazards related geomorphology. Several perennial streams were
observed during our review of hillshade and slope imagery (Plate A-4 Hillshade Map, Plate A-5
Slope Map).
4.4 SEISMICITY AND FAULTING
Morgan Valley is a Cenozoic age structural basin bounded to the east by west dipping normal
faulting related to the Morgan fault zone. The Morgan fault zone extends approximately 17 km,
trends generally north-south, and is comprised of a southern section, central section, and northern
section. The southern and northern sections show evidence of late Quaternary movement,
whereas the central section shows evidence of Holocene movement. Quaternary age fault scarps
between approximately 30 to 45 feet high have been identified in the eastern portion of Morgan
Valley west of the mountain front and north of Stoddard (Coogan and others, 2015).

Spectral responses for the Risk-Targeted Maximum Considered Earthquake (MCER) are shown
in the table below. These values generally correspond to a one percent probability of structure
collapse in 50 years for a “firm rock” site. To account for site effects, site coefficients which
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vary with the magnitude of spectral acceleration are used. Based on our field exploration and the
mapped geologic conditions of the surficial deposits within the subject site, it is our opinion that
this location is best described as a Site Class D (Default). The spectral accelerations are
calculated based on the site’s approximate latitude and longitude of 41.145° and -111.742°
respectively and the Seismic Design Maps web-based application at https://seismicmaps.org/.

Description Value
Site Class D (default)
Ss - MCER ground motion (period – 0.2s) 0.767
S1 - MCER ground motion (period – 1.0s) 0.269
Fa - Site amplification factor at 1.0s 1.200
Fv - Site amplification factor at 1.0s 2.062
PGA - MCEG peak ground acceleration 0.337
PGAM – Site modified peak ground acceleration 0.404
Table 2. Seismic Data

It should be noted that our investigation did not include a site-specific ground motion hazard
analysis and a Site Class D (Default) has been used to determine the seismic parameters
presented above based on known geologic conditions at the site and according to the Section
20.1 of ASCE 7. The seismic parameters presented herein may be used for design of the
proposed structures provided that structural design allows for the ground motion hazard analysis
exception in ASCE 7-16 Segment 11.4.8. The seismic data provide above should be used by the
project geotechnical and structural engineers for proper site and structural design. GeoStrata
recommends that a licensed structural engineer provide proper structural designs for proposed
residential structures which account for and mitigate this hazard. It is the opinion of GeoStrata
that earthquake ground shaking hazard should not preclude development of the proposed
addition.
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5.0 GENERALIZED SITE CONDITIONS
5.1 SURFACE CONDITIONS
The project site is located on the north facing slopes of Cottonwood Creek Canyon and in the
northeastern margin of Morgan Valley at an elevation of approximately 5,500 feet above sea
level (see Plate A-1; Plate A-2). The location of the proposed water tank is located on the
relatively flat portions of the drainage basin and is in a native state that consists predominantly of
native grasses. The active drainage that will source water for the proposed water tank is located
adjacent to and north of the proposed water tank site. Steep hillsides surround the located of the
proposed water tank, however, it is not anticipated that cuts will extend into these areas. The
parcels surrounding the proposed water tank are undeveloped hillsides owned and maintained by
Morgan County.
5.2 SUBSURFACE CONDITIONS
As previously discussed, subsurface soil conditions were explored at the subject property by
advancing one borehole at the approximate center of the proposed water tank at the subject site
(Plate A-5 Exploration Location Map). The Boreholes B-1 was drilled to a depth of
approximately 41½ feet below the existing site grade. A borehole log was prepared and has been
included as Plate B-1. Geotechnical and geological descriptions of the subsurface conditions
encountered during our investigation are discussed below.
5.2.1 Soil Observations
Based on our field observations and geologic literature review, the subject site is overlain by
approximately ½ feet of a near surface topsoil composed of Lean CLAY with gravel (CL). The
near-surface deposits within the subject property are mapped by both Coogan and King (2006)
and Coogan and King (2016) as consisting of Holocene and Pleistocene colluvium deposits (Qc)
and landslide and colluvial deposits (Qmc). These deposits were observed in Borehole B-1
advanced as part of this investigation, and it is anticipated that this unit is underlying the
proposed water tank site of the subject property. An in-depth discussion concerning the soils
encountered in our excavations is provided below.

Holocene and Pleistocene Colluvium Deposits (Qc): As discussed previously, colluvial deposits
were observed in Borehole B-1 where they extended to the full depth of the exploration. Where
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observed, these deposits consisted of clay with minor to trace amounts of rounded fine to coarse
sand. More specifically, these soils consisted of stiff to hard, brown to red brown Lean CLAY
with sand (CL), Lean CLAY (CL), and Fat CLAY (CH).

The stratification lines shown on the enclosed log represents the approximate boundary between
soil types (Plate B-1). The actual in-situ transition may be gradual. Due to the nature and
depositional characteristics of the native soils, care should be taken in interpolating subsurface
conditions between and beyond the exploration locations.
5.3 GROUNDWATER CONDITIONS
5.3.1 Site Observations
Groundwater was not encountered during the advancement of the borehole. The moisture content
in the soils observed in the boreholes were moist to very moist. Laboratory tests indicate that the
moisture content of the samples collected in the borehole ranged from 19.1 to 20.1 percent from
5 to 35 feet and the sample obtained from 40 feet had a moisture content of 45.5 percent.
5.3.2 Literature Review
Based on our review of a report prepared by the Utah Geologic Survey titled “Hydrogeology of
Morgan Valley, Morgan County, Utah” prepared by Wallace and others (2011), the main aquifer
within Morgan Valley is located in the valley fill deposits. Over 100 wells were drilled
throughout Morgan Valley and primarily within the overlying valley fill deposits as part of the
study. Based on our review of the State of Utah Division of Water Rights well log database, two
wells are located within the vicinity of the subject site (Plate A-9 Hydrologic Data). The National
Hydrology Dataset identifies several springs upslope and east of the subject site. Based on our
review of the State of Utah Division of Water Rights well log database, Wallace and others
(2011) and the National Hydrology Dataset, it is anticipated that the depth to groundwater within
the subject site is at an elevation of approximately 5,119 feet above sea level, however, seasonal
perched groundwater is likely to occur at the site.
5.4 INTERPRETATION OF SUBSURFACE CONDITIONS
Based on our review of published geologic maps, aerial stereosets, hillshades derived from 2020
0.5-meter lidar, subsurface investigation and field observations, GeoStrata has compiled a
geologic cross section of Cross Section A-A’ (Plate A-9) that was used as part of our site-
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specific slope stability assessment, as discussed in Sections 6.2 Global Stability of Natural
Slopes and 6.3 Stability of Natural Slopes.

As previously discussed, the subsurface conditions encountered at the proposed location of the
water tank consisted of colluvium deposits (Qc) as mapped by Coogan and King (2005) and
Coogan and King (2016). These deposits were observed to extend the entire depth of our
subsurface investigation, approximately 40 feet. No bedrock was encountered during our
subsurface investigation; however, it is our opinion that the colluvium deposits (Qc) overlie the
Younger unnamed Tertiary Conglomerate (Tcy) at depth. We derived the thicknesses and
orientations of these deposits as indicated on Plate A-9 Cross-Section A-A’ from our field
observations, with consideration given to the thickness and orientation of each deposit as
reported by Coogan and King (2005) and Coogan and King (2016).
5.5 STRENGTH OF EARTH MATERIALS
Two direct shear tests were completed on a remolded sample of the native soil, colluvium (Qc),
encountered in the borehole. As such, our direct shear testing was completed on specimens that
had been remolded to anticipated in-situ moisture and density conditions. The results of our
remolded direct shear testing completed on samples obtained from borehole B-1 indicated that
the colluvium (Qc) had strength parameters consisting of an internal angle of friction (phi) of
between 21 to 32 degrees and a cohesion between 475 and 4030 psf. A table summarizing the
results of our testing may be found below;

Test Type Location Material Friction Angle
(phi) (degrees)
Cohesion
(psf)
Peak Strength B-1 @ 7.5 feet Lean CLAY (CL)/
Colluvium (Qc) 32 475
Peak Strength B-1 @ 40 feet Fat CLAY (CH)/
Colluvium (Qc) 21 4030

As previously stated, no bedrock was encountered during our subsurface investigation. However,
it is our opinion that based on our review of published geologic maps the colluvium (Qc) overlies
Tertiary Conglomerate (Tcg, Tcy) at some depth below the subject site. As such, the assigned
strength values for the Younger unnamed Tertiary conglomerate bedrock (Tcy) unit were based
on result of the testing completed because it is a conservative approach to the soil strength values
of the known strength values of conglomerate bedrock obtained from published literature (Wyllie
and Mah, 2005). Furthermore, the alluvium and colluvium (Qac) unit was also not encountered
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during our subsurface investigation. Since the alluvium and colluvium (Qac) has similar
characteristics to the colluvium (Qc) that was encountered during our subsurface investigation,
the strength values of the colluvium (Qc) unit were applied to the alluvium and colluvium (Qac)
unit. The cohesion values assigned to the alluvium and colluvium (Qac) and colluvium (Qc)
units were reduced from the results of the direct shear testing in our slope stability analysis since
these units are undifferentiated from mass-movement deposits.

Based on the results of our laboratory testing as well as on our professional experience,
GeoStrata has elected to assign the following soil strength parameters to the referenced geologic
soil units:

Soil Unit Unit Weight
(pcf)
Friction Angle
(phi) (degrees)
Cohesion
(psf)
Colluvium (Qc) 120 21 100
Alluvium and Colluvium
(Qac) 120 21 100
Younger Unnamed Tertiary
Conglomerate (Tcy) 120 21 100
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6.0 GEOLOGIC HAZARDS
Geologic hazards are defined as naturally occurring geologic conditions or processes that could
present a danger to human life and property. These hazards must be considered before
development of the site. There are several hazards that if present at the site should be considered
in the design of habitable structures and other critical infrastructure. Based on Title 8 Chapter 5
Article I of the Morgan County Code and our preliminary geologic assessment of the site, the
geologic hazards considered for this site are slope stability and landslide. This hazard will be
discussed in more detail in the preceding paragraphs.
6.1 LANDSLIDE, SLUMP, CREEP
There are several types of landslides that should be considered when evaluating geologic hazards
at a site with moderately to steeply sloping terrain. These include shallow debris slides, deep-
seated earth or rock slumps and earth flows. Landslides, slumps, creep and other mass
movements can develop on moderate to steep slopes where the slope has been altered or
disturbed. Movement can occur at the top of a slope that has been loaded by fill placement, at the
base of a slope that has been undercut, or where local groundwater rises resulting in increased
pore pressures within the slope. Slopes that exhibit prior failures and large landslide deposits are
particularly susceptible to instability and reactivation.

Based on our field observations, review of hillshades derived from 2020 0.5 meter lidar,
published geologic maps, and aerial stereosets, landslide deposits (Qms, Qmso) are mapped
upslope and to the north and south of the proposed water tank site. Colluvium (Qc) is identified
as underlying the location of the proposed water tank and based on Title 8 Chapter 5 Article I of
the Morgan County Code, a slope stability assessment for the proposed water tank should be
performed as part of this geologic hazards investigation which will be discussed in Section 6.2
Global Stability of Natural Slopes and Section 6.3 Near Surface Stability of Natural Slopes of
this report. It is the opinion of GeoStrata that the landslide, slump, and creep hazard at the site is
considered low and should not preclude the proposed development at the subject site as long as
the recommendations presented in this report are followed.
6.2 GLOBAL STABILITY OF NATURAL SLOPES
The topography of the site consists of a maximum 4H:1V (horizontal to vertical) grade for 300 feet
uphill and downhill from the proposed water tank location. The global stability of the slope
stability profile was modeled using the SLIDE computer application and the Bishop’s Simplified
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Method of analysis. Calculations for stability were developed by searching for the minimum
factor of safety for a circular-type failure. Homogenous earth materials and arcuate failure
surfaces were assumed. Topographic information for the profiles was obtained using 2020 0.5-
meter lidar provided by the State of Utah UGRC.

Slope stability analysis was performed for both the static and pseudo-static (seismic) conditions.
The pseudo-static assessment was completed utilizing the peak ground acceleration (PGA)
associated with a 2 percent chance of exceedance in 50 years (2PE50). Based on seismic design
parameters for the site (IBC, 2018), a 2PE50 PGA value of 0.337g was utilized in our analysis
(see Section 4.4).

Strength parameters for the soils located at the subject property were obtained utilizing the
results of a direct shear testing, and assumed values based on our fieldwork completed as part of
this investigation and published literature as discussed in Section 5.6 of this report.

Groundwater was not encountered in any of the explorations advanced as part of this
investigation. Furthermore, based on our review of hydrologic data within the area of the subject
site, the depth to groundwater within the subject site is approximately 5,119 feet below sea level
and approximately 390 feet below the ground surface at the subject site. Review of the in-situ
moisture conditions as measured during our laboratory testing did not indicate the presence of
any perched groundwater units (moisture content with a maximum of 45.0 percent). During our
field investigation, GeoStrata did not observe vegetation indicative of perched groundwater or
water saturated soils. However, GeoStrata has modeled a perched groundwater table
approximately 5 feet deep perched on the Younger unnamed Tertiary conglomerate bedrock as a
conservative condition in the slope stability analysis.

The results of our slope stability investigation are as follows:

Cross Section A-A’ Factor of Safety
Profile Failure Type Static Pseudo
Static
A Circular 1.760 1.341

Based on the results of our global slope stability analysis described above, the global stability
meets the industry standard of care recommended factors of safety of 1.5 and 1.0 for static and
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pseudo-static conditions, respectively. Results of our slope stability modeling may be found on
Plates D-1 and D-2 attached to the end of this report.
6.3 NEAR SURFACE STABILITY OF NATURAL SLOPES
The near-surface slope stability analysis was completed on the native slope due to the slope
between 4H:1V and 10H:1V. Based on our observations made during our field investigation, the
soils contained within this slope were identified as consisting of colluvium (Qc), and as such our
analysis utilized the following parameters;

Cohesion, c
(psf)
Saturated Unit
Weight, γsat
(pcf)
Height
(thickness) of
slope, H (feet)
Slope angle,
β (degrees)
Effective Unit
Weight, γ' (pcf)
Internal Angle
of Friction φ
(degrees)
100 120 4 14 57.6 21

Our analysis utilized an infinite-slope procedure outlined by Das (1988). Based on the results of
our infinite slope modeling, the site has a factor of safety for near-surface slope stability of 1.6.
Based on this result, the potential for the slope below the proposed residence to be impacted by
near-surface slope stability is considered to be low. GeoStrata may need to complete additional
slope stability analyses depending on the planned grading and site improvements. GeoStrata can
provide the developer with recommendations to maintain proper slope stability and factor of
safety at the owner’s request if deemed necessary.
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7.0 GEOLOGIC HAZARDS SUMMARY AND CONCLUSIONS
The landslide, slump and creep hazard within the subject site was assessed as part of this study.
Based on the results of our slope stability analysis described above, the site meets the industry
standard of care recommended factors of safety of 1.5 and 1.0 for static and pseudo-static
conditions, respectively. Since final design plans were not available to GeoStrata at the time this
report was prepared, GeoStrata should be contacted to review all proposed cut and fill and all
other site grading plans for the proposed development of the site. GeoStrata may need to
complete additional slope stability analyses depending on the planned grading and site
improvements. GeoStrata can provide the developer with recommendations to maintain proper
slope stability and factor of safety at the owners request if deemed necessary. It is the opinion of
GeoStrata that the landslide, slump and creep hazard should not preclude the proposed
development at the subject site as long as the recommendations stated above are implemented.
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8.0 CLOSURE
8.1 LIMITATIONS
The conclusions and recommendations contained in this report, which include professional
opinions and judgments, are based on the information available to us at the time of our
evaluation, the results of our field observations and our understanding of the proposed site
development. If any conditions are encountered at this site that are different from those described
in this report, our firm should be immediately notified so that we may make any necessary
revisions to recommendations contained in this report. In addition, if the scope of the proposed
development changes from that described in this report, our firm should also be notified.

All services were completed in accordance with the current standard of care and generally
accepted standard of practice at the time and in the place our services were completed. No other
warranty, expressed or implied, is made. Development of property in the immediate vicinity of
geologic hazards involves a certain level of inherent risk. It is impossible to predict where
geologic hazards will occur. New geologic hazards may develop and existing geologic hazards
may expand beyond their current limits.

All services were performed for the exclusive use and benefit of the above addressee. No other
person is entitled to rely on GeoStrata’s services or use the information contained in this letter
without the express written consent of GeoStrata. We are not responsible for the technical
interpretations by others of the information described or documented in this report. The use of
information contained in this report for bidding purposes should be done at the Contractor's
option and risk.
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9.0 REFERENCES CITED

Black, B.D., Hecker, S., Hylland, M.D., Christenson, G.E., and McDonald G.N., 2003,
Quaternary Fault and Fold Database and Map of Utah: Utah geological Survey Map
193DM.

Bowman, S.D., Lund, W.R., 2016, Guidelines for Investigating Geologic Hazards and Preparing
Engineering-Geology Reports, with a Suggested Approach to Geologic-Hazard Ordinances
in Utah: Utah Geological Survey, Circular 122, p. 195.

Coogan, J.C., King, J.K., 2016, Interim Geologic Map of the Ogden 30’ X 60’ Quadrangle, Box,
Elder, Cache, Davis, Morgan, Rich, and Summit Counties, Utah: Utah Geological Survey
Map OFR 653DM, scale: 1:100,000.

Coogan, J.C., King, J.K., 2005, Interim Geologic Map of the Durst Mountain Quadrangle,
Morgan and Weber Counties, Utah: Utah Geological Survey Map Open File Report 498,
scale: 1:24,000.

Elliot, A.H., Harty, K.M., 2010, Landslide Maps of Utah, Ogden 30’ X 60’ Quadrangle: Utah
Geological Survey Map 246DM.

Hintze, L.F. 1993, Geologic History of Utah, Brigham Young University Studies, Special
Publication 7, p 202.

Hintze, L.F., 1980, Geologic Map of Utah: Utah Geological and Mineral Survey Map-A-1, scale
1:500,000.

Hoek, E., Corkum, B., 2002, Hoek-Brown Failure Criterion, 2002 Edition, Proc. Rock
Characterization Symp. Int. Soc., Rock Mech:

Hoek, E., Carter, T.F., Diederichs, M.S., 2013, Quantification of the Geological Strength Index
Chart, American Rock Mechanics Association, Professional Paper ARMA 13-672.

Legette, R.M., Taylor, G.H., 1937, Water-Supply Paper 796-D, Geology and Ground-Water
Resources of Ogden Valley, Utah: Department of Interior, p 130.

Scott, W.E., McCoy, W.D., Shorba, R.R., and Rubin, Meyer, 1983, Reinterpretation of the
exposed record of the last two cycles of Lake Bonneville, western United States: Quaternary
Research, v.20, p 261-285.

Smith, R.B., and Arabasz, W.J., 1991, Seismicity of the Intermountain Seismic Belt, in
Slemmons, D.B., Engdahl, E.R., Zoback, M.D., and Blackwell, D.D., editors, Neotectonics
of North America: Geological Society of America, Decade of North American Geology Map
v. 1, p. 185-228.

Copyright © 2022 GeoStrata 21 1712-001 - Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Stokes, W.L., 1986, Geology of Utah: Utah Museum of Natural History and Utah Geological and
Mineral Survey Occasional Paper Number 6, p 280.

U.S. Geological Survey and Utah Geological Survey, 2016, Quaternary fault and fold database
for the United States, accessed December 2019, from USGS website:
http//earthquake.usgs.gov/hazards/qfaults/.

Wallace, J., Lowe, M., Sabbah, W., Thomas, K., 2011, Hydrology of Morgan Valley, Morgan
County, Utah, Utah Geological Survey.

Wyllie, D.C., Mah, C.W, 2005, Rock Slope Engineering, Civil and Mining, 4th Edition.

Appendix A
1:24,000
0 1,300 2,600 3,900 5,200650
Feet
Copyright, 2022±
PlateA-1
Basemap:
2018 1 meter NAIP aerial imagery and hillshades derived from
DEMs provided by the State of Utah AGRC.
Site Vicinity Map
Legend
Proposed Location of Water Tank
§¨¦84
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
1:24,000
0 1,300 2,600 3,900 5,200650
Feet
Copyright, 2022±
PlateA-2
Topographic Map
Legend
Proposed Location of Water Tank
Basemap:
Snow Basin Quadrangle adn Durst Mountain Quadrangle, Utah,
7.5-Minute Series (Topogrpahic), USGS, 1992. Hillshades derived
from DEMs provided by the State of Utah AGRC.
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
1:6,000
0 325 650 975 1,300162.5
Feet
Copyright, 2022±
PlateA-4
Legend
Proposed Location of Water Tank
Drainage
Basemap:
Hillshades derived from 2020 0.5m lidar
provided by the State of Utah AGRC.
Hillshade Map
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
1:6,000
0 325 650 975 1,300162.5
Feet
Copyright, 2022±
PlateA-4
Legend
Proposed Location of Water Tank
Basemap:
Slope derived from 2020 0.5m lidar
provided by the State of Utah AGRC.
Slope Map
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
@A
A
A'
B-1
5700'
5490'
1:6,000
0 325 650 975 1,300162.5
Feet
Copyright, 2022±
PlateA-5
Legend
Proposed Location of Water Tank
@A Approximate Boring Location
Cross Section A-A'
10ft Contour
2ft Contour
Basemap:
Slope and hillshades derived from 2020 0.5m lidar
provided by the State of Utah AGRC.
Proposed Exploration Location Map
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
1:24,000
0 1,300 2,600 3,900 5,200650
Feet
Copyright, 2022±
PlateA-6
Basemap:
Interim Geologic Map of the Snow Basin and Part of the Huntsville
Quadrangle, Davis, Morgan, and Weber Counties, Utah, King and
others, 2008. Interim Geologic Map of the Durst Mountain
Quadrangle, Morgan and Weber Counties, Utah,
Coogan and King, 2006.
Site Vicinity Geologic Map
1:12,000
0 650 1,300 1,950 2,600325
Feet
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Legend
Proposed Location of Water Tank
Qc - Colluvium (Holocene and Pleistocene)
Qac - Alluvium and colluvium (Holocene and Pleistocene)
Tcg, Tcy - Tertiary conglomerate rocks (Oligocene?) y where younger congloerates are observed (Miocene?)
0 1,300 2,600 3,900 5,200650
Feet
Copyright, 2022±
PlateA-7
1:24,000Basemap:
Interim Geologic Map of the Snow Basin and Part of the Huntsville
Quadrangle, Davis, Morgan, and Weber Counties, Utah, King and
others, 2008. Interim Geologic Map of the Durst Mountain
Quadrangle, Morgan and Weber Counties, Utah,
Coogan and King, 2016.
Site Vicinity 30x60 Geologic Map
Qmso
Qac
1:12,000
0 650 1,300 1,950 2,600325
Feet
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Legend
Proposed Location of Water Tank
Qmc - Landslide and colluvial (Holocene and Pleistocene)
Qmso - Older landslide deposit (Pleistocene)
Qac - Alluvim and colluvium (Holocene and Pleistocene)
Tcg, Tcy - Tertiary conglomerate rocks (Oligocene?) y where younger congloerates are observed (Miocene?)
A
A
A
AA
A A
A
AAAA
A A
A AA
AA AAAAAA
A
A
Groundwater Elevation: 5,119'
NO Groundwater Encountered
Depth of Borehole: 5,107'
1:48,000
0 2,600 5,200 7,800 10,4001,300
Feet
Copyright, 2022±
PlateA-8
Basemap:
2018 1 meter NAIP aerial imagery and hillshades derived from
DEMs provided by the State of Utah AGRC.
Hydrology Map
Legend
Proposed Location of Water TankASpring (National Hydrology Dataset)
A Well (Utah Division of Water Rights)
§¨¦84
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Plate
A-9
Geologic Hazards and Geotechnical Investigation
MCCWDG Water Tank
Mountain Green, UT
Project Number: 1712-001 Copyright GeoStrata , 2022
A’
A
Tcy
Qc Qac
Appendix B
21
16
30
55
82.9
91.4
89.8
86.5
38
31
47
79
TOPSOIL - Lean CLAY with gravel,
moist, brown to red-brown, rounded
cobbles and gravels
Lean CLAY with sand - stiff to hard,
moist, brown, plastic fines
Lean CLAY - stiff, moist, red-brown,
plastic fines
Fat CLAY - medium stiff, moist, gray,
plastic fines
Bottom of Boring @ 41.5 Feet
CL
CL
CH
19.2
20.7
20.0
20.1
45.5
100.7
103.8
103.2
100.1
86.0
100.7
103.8
103.2
100.1
86.0
15
36
14
9
10
10
14
15
11
7
25
53
19
11
12
12
15
14
10
6
19.2
20.7
20.0
20.1
45.5
102030405060708090SA
M
P
L
E
S
DEPTH
MATERIAL DESCRIPTION
Liquid
Limit
N
Moisture
Content
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x
Project Number 1712-001
102030405060708090
3/23/22
3/23/22
3/23/22
0
1
2
3
4
5
6
7
8
9
10
11
12
13
Plate
Copyright (c) 2022, GeoStrata
GeoStrata Rep:
Rig Type:
Boring Type:
- ESTIMATED
Li
q
u
i
d

L
i
m
i
t
UN
I
F
I
E
D

S
O
I
L
CL
A
S
S
I
F
I
C
A
T
I
O
N
N - OBSERVED UNCORRECTED BLOW COUNT
SAMPLE TYPE
GR
A
P
H
I
C
A
L

L
O
G
0
5
10
15
20
25
30
35
40
B - 1
Moisture Content
and
Atterberg Limits
Mo
i
s
t
u
r
e

C
o
n
t
e
n
t

%
Sheet 1 of 1
Plastic
Limit
N*
Pe
r
c
e
n
t

m
i
n
u
s

2
0
0
ME
T
E
R
S
STARTED:
COMPLETED:
BACKFILLED:
WATER LEVEL
- MEASURED
- 2" O.D./1.38" I.D. SPLIT SPOON SAMPLER
- 3" O.D./2.48" I.D. SAMPLER
- 3" O.D. THIN-WALLED SHELBY SAMPLER
- GRAB SAMPLE
- Modified California Sampler
N* - CORRECTED N1(60) EQUIVALENT SPT BLOW COUNT
LOCATION
LATITUDE
LONGITUDE
ELEVATION
-111.7421 deg
5,510.0 ft
Notes: Near Center of the Proposed Water
Tank
SPT BLOW COUNTFE
E
T
BORING NO:
B-1DA
T
E
Dr
y

D
e
n
s
i
t
y
(
p
c
f
)
WA
T
E
R

L
E
V
E
L
NOTES:
Roof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
C. Allred
Direct Push
HSA
41.1449 deg
20
2
0

L
O
G

O
F

B
O
R
I
N
G

-

P
L
A
T
E

(
B
)

B
O
R
E
H
O
L
E

L
O
G
.
G
P
J

G
E
O
S
T
R
A
T
A
.
G
D
T

5
/
4
/
2
2
Very Loose 0 to 4
Loose 5 to 10
Med. Dense 11 to 30
Dense 31 to 50
Very Dense >51
Very Soft 0 to 1
Soft 2 to 4
Med. Stiff 5 to 8
Stiff 9 to 15
Very Stiff 16 to 30
Hard 31 to 60
Very Hard >61
Organic
Description Percentage
Trace less than 5
Organic Some 5 to 12
With more than 12
Rock Core
Relative
Density
SPT N
(blows/ft)
Exploration Log Key
Estimated
Groundwater
Elevation
Sample
Symbols
Measured
Groundwater
Elevation
Ground Water Symbol
Gravel with
Fines
Modified
California
Sampler
FI
N
E
-
G
R
A
I
N
E
D

S
O
I
L
S
50
%

o
r

m
o
r
e

p
a
s
s
e
s

N
o
.

2
0
0

S
i
e
v
e
Unified Soil
Classification Per ASTM D 2488
Primary Divisions
Highly Organic Soils
Clean Sand
Sand with Dual
Classifications
Sand with
Fines
Inorganic
Inorganic
SI
L
T
Y

&

C
L
A
Y

le
s
s

t
h
a
n

5
0
%
SI
L
T
Y

&

CL
A
Y

LL

5
0
%

o
r

m
o
r
e
Group
Symbol
Copyright GeoStrata, 2022
Modifiers
Consiste
ncy
SPT N
(blows/ft)
Auger
Cuttings
California
Sampler
Bag or Block
Sample
No Recovery
Split Spoon
Shelby Tube
Dames and
More
Sampler
GR
A
V
E
L

Mo
r
e

t
h
a
n

h
a
l
f

o
f

t
h
e

c
o
a
r
s
e

f
r
a
c
t
i
o
n

i
s

l
a
r
g
e
r

th
a
n

t
h
e

#
4

s
i
e
v
e
SA
N
D

Mo
r
e

t
h
a
n

h
a
l
f

o
f

t
h
e

c
o
a
r
s
e

f
r
a
c
t
i
o
n

i
s

s
m
a
l
l
e
r

th
a
n

t
h
e

#
4

s
i
e
v
e
CO
A
R
S
E
-
G
R
A
I
N
E
D

S
O
I
L
S
mo
r
e

t
h
a
n

5
0
%

r
e
t
a
i
n
e
d

o
n

t
h
e

N
o
.

2
0
0

S
i
e
v
e
Clean Gravel
Gravel with
Duel
Classifications
Group Name
Soil Symbols and Description Key
Plate
B-2
Roff Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Appendix C
0
10
20
30
40
50
60
0 20 40 60 80 100
ATTERBERG LIMITS' RESULTS - ASTM D 4318
LIQUID LIMIT (%)
PL
A
S
T
I
C
I
T
Y

I
N
D
E
X

(
%
)
B-1
B-1
B-1
B-1
LL
(%)
PL
(%)
PI
(%)
Fines
(%)Classification
21
16
30
55
17
15
17
24
38
31
47
79
CL-ML
CH
Sample Location
7.5
20.0
35.0
40.0
Lean CLAY with sand
Lean CLAY
Lean CLAY
Fat CLAY
Depth
(ft)
CL
ML MH
82.9
91.4
89.8
86.5
PlateRoof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001 C - 1
C_
A
T
T
E
R
B
E
R
G

B
O
R
E
H
O
L
E

L
O
G
.
G
P
J

G
E
O
S
T
R
A
T
A
.
G
D
T

5
/
4
/
2
2
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
0 2 4 6 8 10 12
104 21
Max. Shear
Stress (psf)
B-1
*SHEAR STRESS is equal to one half of the DEVIATOR STRESS
UNCONFINED COMPRESSION TEST
Depth
(ft)
7.5
AXIAL STRAIN (%)
Sample Location Classification MC
(%)(pcf)
Lean CLAY with sand
PlateRoof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
6467.5
C - 2
DE
V
I
A
T
O
R

S
T
R
E
S
S

(
p
s
f
)
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
0 2 4 6 8 10
103 21
Max. Shear
Stress (psf)
B-1
*SHEAR STRESS is equal to one half of the DEVIATOR STRESS
UNCONFINED COMPRESSION TEST
Depth
(ft)
20.0
AXIAL STRAIN (%)
Sample Location Classification MC
(%)(pcf)
Lean CLAY
PlateRoof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
6247.5
C - 3
DE
V
I
A
T
O
R

S
T
R
E
S
S

(
p
s
f
)
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
0 2 4 6 8 10
73 48
Max. Shear
Stress (psf)
B-1
*SHEAR STRESS is equal to one half of the DEVIATOR STRESS
UNCONFINED COMPRESSION TEST
Depth
(ft)
40.0
AXIAL STRAIN (%)
Sample Location Classification MC
(%)(pcf)
Fat CLAY
PlateRoof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
5838
C - 4
DE
V
I
A
T
O
R

S
T
R
E
S
S

(
p
s
f
)
Sample Location:
1 ( )2 ( )3 ( )
1.107 1.082 1.075
2.5 2.5 2.5
99.0 99.4 102.7
100.7 101.0 104.4
24.2 23.8 25.3
26.6 27.7 27.8
95.9 94.9 109.7
109.7 115.4 125.9
2.0 1.0 0.5 2.0
1.65 1.33 0.63 1.6
PROJECT:
B-1 at 7½ feet
0.00333 IN/MIN
Percent Passing No. 200 sieve
Friction Angle, φ
Percent Gravel
32
17.1
-
Percent Sand
Plasticity Index, %
Test No. (Symbol)
Sample Type
Dry Density Before, pcf
Shear Stress, ksf
Saturation, % After
Normal Load, ksf
Saturation, % Before
DIRECT SHEAR TEST
21
Remolded
475Cohesion, psf
Initial Height, in.
Diameter, in.
Liquid Limit, %
Type of Test:Consolidated Drained/Saturated
Dry Density After, pcf
Moisture % After
38
Moisture % Before
Strain Rate
Sample Properties
Plate
C-51212-001PROJECT NO.:
82.9
MCCWDG Water Tank
CLClassification
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
SH
E
A
R

S
T
R
E
S
S

(
k
s
f
)
NORMAL STRESS (ksf)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
0 0.1 0.2 0.3 0.4 0.5
SH
E
A
R

S
T
R
E
S
S

(
k
s
f
)
HORIZONTAL DISPLACEMENT (inches)
Apparent Cohesion = 475 psf
Internal Friction Angle, ø = 32°
Copyright GeoStrata , 2022
Sample Location:
1 ( )2 ( )3 ( )
1.182 1.213 1.2
2.5 2.5 2.5
89.8 89.3 91.4
91.2 90.7 92.9
4.7 4.9 2.3
39.0 36.3 26.0
14.7 15.3 7.4
127.1 116.8 88.5
4.0 2.0 1.0 4.0
5.54 4.93 4.33 5.5
PROJECT:
B-1 at 40 feet
0.00333 IN/MIN
Percent Passing No. 200 sieve
Friction Angle, φ
Percent Gravel
21
13.5
-
Percent Sand
Plasticity Index, %
Test No. (Symbol)
Sample Type
Dry Density Before, pcf
Shear Stress, ksf
Saturation, % After
Normal Load, ksf
Saturation, % Before
DIRECT SHEAR TEST
55
Remolded
4030Cohesion, psf
Initial Height, in.
Diameter, in.
Liquid Limit, %
Type of Test:Consolidated Drained/Saturated
Dry Density After, pcf
Moisture % After
79
Moisture % Before
Strain Rate
Sample Properties
Plate
C-61212-001PROJECT NO.:
86.5
MCCWDG Water Tank
CHClassification
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
SH
E
A
R

S
T
R
E
S
S

(
k
s
f
)
NORMAL STRESS (ksf)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0 0.1 0.2 0.3 0.4 0.5
SH
E
A
R

S
T
R
E
S
S

(
k
s
f
)
HORIZONTAL DISPLACEMENT (inches)
Apparent Cohesion = 4030 psf
Internal Friction Angle, ø = 21°
Copyright GeoStrata , 2022
Appendix D
1.7601.760
W
W
2500.00 lbs/ft2
1.7601.760
Material Name Color Unit Weight
(lbs/ 3)Strength Type Cohesion
(psf)
Phi
(deg)
Younger unnamed Ter ary Conglomerate (Tcy)120 Mohr-Coulomb 100 21
Colluvium (Qc)120 Mohr-Coulomb 100 21
Alluvium and Colluvium (Qac)120 Mohr-Coulomb 100 21
Safety Factor
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000+
64
0
0
62
0
0
60
0
0
58
0
0
56
0
0
54
0
0
52
0
0
50
0
0
0 200 400 600 800 1000 1200
Plate
D-1
Roof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Global Slope Stability
Copyright, 2022
1.3411.341
W
W
2500.00 lbs/ft2
1.3411.341
Material Name Color Unit Weight
(lbs/ 3)Strength Type Cohesion
(psf)
Phi
(deg)
Younger unnamed Ter ary Conglomerate (Tcy)120 Mohr-Coulomb 100 21
Colluvium (Qc)120 Mohr-Coulomb 100 21
Alluvium and Colluvium (Qac)120 Mohr-Coulomb 100 21
0.1685
Safety Factor
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000+
64
0
0
62
0
0
60
0
0
58
0
0
56
0
0
54
0
0
52
0
0
50
0
0
0 200 400 600 800 1000 1200
Plate
D-2
Roof Top Developers, LLC
MCCWDG Water Tank
Mountain Green, Utah
Project Number: 1712-001
Global Slope Stability
Copyright, 2022