ADDENDUM NO. 1 TO THE PLANS AND ......2014/01/10 · ADDENDUM NO. 1 TO THE PLANS AND SPECIFICATIONS OWRB LOAN Project No. FAP-19-0003L Moore Southeast Lift Station Improvements Date

OWRB Project FAP-19-0003L SELS Improvements ADDENDUM #1

ADDENDUM NO. 1 TO THE PLANS AND SPECIFICATIONS OWRB LOAN Project No. FAP-19-0003L

Moore Southeast Lift Station Improvements Date Issued: October 14, 2020

This Addendum No. 1 shall modify and take precedence over the original plans and specifications. 1. Contractor shall note that normal precipitation that occurs throughout the course of the year

in Moore, Oklahoma (in days and rainfall amount) shall be included in the construction contract time of 400 calendar days.

2. Delete Terracon Geotech Report dated July 11, 2019 & replace with attached Terracon

Report dated October 7, 2020. 3. Table of Contents, Specifications Volume 2, insert “Section 11200 – Submersible Mixers”

after Section 11001 which is included in the specifications. 4. Delete following inapplicable Specification Sections: - 02281 Termite control - 02341 Lime Stabilization - 02515 Gravel Paving

- 09512 Acoustical Ceiling Tiles - 09250 Gypsum Board 5. Insert the following attached omitted Sections to Specifications: - 08700 Finish Hardware

- 11330 Channel Monster - 13125 Metal Building Systems 6. Coating is not required in the Bar Screen Channel area as stated in Section 09805. 7. Heavy Duty Parking & Drive Treatment: See attached color coded drawing showing areas

requiring concrete (at entrance, parking south of building, & area to the north of structures 1, 2, & 3 in yellow and & gravel drive (OR aggregate surfaced area as defined in Terracon Geotech Report on Page 22) boundary highlighted in orange. Install concrete sidewalk in front of the building as shown.

Contractor shall follow “Pavement Support” Section in Terracon Report for guidance.

Requirements for Heavy Duty Parking & Drive Concrete pavement and Aggregate Surfaced Area (Gravel Drive) described on Pages 20, 21, 22, & first paragraph in 23 of Terracon Geotech Report dated October 7, 2020 shall be used for this project.

PCC – 8.0” Stabilized Subgrade (Pavement Support – Terracon Report) & 6.0” of Concrete

Aggregate Section – 6.0” of ODOT Type A Aggregate Base underlain by a layer of ODOT

Type II Geogrid.

8. Transformer Pad Detail – Use detail shown on Electrical Sheet E3.1. Delete detail on sheet S-023.

OWRB Project FAP-19-0003L SELS Improvements ADDENDUM #1

9. Warning Sign at fence on Sheet C-015 - Provide four (4), one on each side of the fence along property boundary. Install the sign on the gate facing Indian Hills Road in the front & towards the middle of the property fence on the other three sides.

10. Manholes # 1, N1, & S2 shall be 6’-0” diameter manholes. Manhole S1 shall be 5’-0’

diameter. Use 4’-0” diameter Manhole for storm sewer MH. 11. 24-inch & 30-inch Force main and fittings shall be included in Bid Item # 6 for bidding and

payment purposes. 12. Building drain lines & Odor Control Line shall be Schedule 40 PVC. 13. 4-inch gate valve shall be as manufactured by Mueller OR Clow OR American Valve. 14. Valve vault grating support detail is attached. 15. Sheets P-009 & S-013 – Corrected Bottom slab dimension is 52’-3” for MAT “A” & slab

dimension past column is 12”. 16. Sheet S-011 – MAT “B” should be 66’-0” X 25’-6”. Overlap of MAT “A” & MAT “B” is 5’-3”. 17. Specification Section 11200 SUBMERSIBLE MIXERS – Paragraph 2.01 B Table corrections:

Parameter Wet Well Basin Dimensions, L X W X H X SWD 20’-9” X 13’-0” X 41’-0” X 14’-0” Maximum Rated Motor, hp/unit 4.4

18. Provide 16 Sq. Ft. of rip rap treatment to minimize erosion at storm sewer discharge

headwall. 19. 4” RPZ with double checks shall be as manufactured by Watts OR Apollo. 20. Clarifications & recommendations from Geotechnical Engineer regarding acceptability of

excavated material for backfill material: Based on the limited testing performed, soils excavated during the lift station construction

appears suitable for use as backfill; however, further testing during construction should be performed to confirm the suitability of the excavated materials for use as backfill. a. It is noted that structural excavation spec 2220, 2.01, D; states expansive clay soil

shall be classified as unsuitable unless altered by mixing with other material. Although the geotechnical report states unstable soils approx. 2 – 3 ft down in both pump station borings may be unsuitable & material should be hauled off site. If the subgrade soils can pass a proof roll during construction, it is not necessary to be removed and hauled off. June of 2019 when borings were done was very wet. Terracon performed the borings immediately after a period of extended wet weather and hence the top 2 to 3 feet of the subgrade soils appeared to be unstable during June 2019. Hence, the report states “Unstable subgrade soils were encountered to a depth of approximately 2 to 3 feet in the borings at the time of this exploration.”

b. Geotechnical report states low plasticity cohesive soils can be used as pump station

backfill. The soil parameters are LL less than 40%, PI between 5 – 15, and at least

REPORT COVER PAGE

Geotechnical Engineering Report__________________________________________________________________________

Lift Station

Moore, Oklahoma

October 7, 2020

Terracon Project No. 03195081 Revision 1

Prepared for:

Eagle Consultants, Inc.

Edmond, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Oklahoma City, Oklahoma

Terracon Consultants, Inc. 4701 North St i les Avenue Oklahoma City, Oklahoma 73105P (405) 525 0453 F (405) 557 0549 terracon.com

REPORT COVER LETTER TO SIGN

October 7, 2020

Eagle Consultants, Inc.

2803 South Bryant Avenue

Edmond, Oklahoma 73013

Attn: Mr. Satish Dasharathy, P.E.

P: (405) 844 3900

E: [email protected]

Re: Geotechnical Engineering Report

Lift Station

Indian Hills Road and Sunnylane Road

Moore, Oklahoma

Terracon Project No. 03195081 Revision 1

Dear Mr. Dasharathy:

We have completed the Geotechnical Engineering services for the above referenced project. This

study was performed in general accordance with Terracon Proposal No. P03195081 dated April

16, 2019. This report presents the findings of the subsurface exploration and provides

geotechnical recommendations concerning earthwork and the design and/or construction of

foundations, below-grade walls, floor slabs, and pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions

concerning this report or if we may be of further service, please contact us.

Sincerely,

Terracon Consultants, Inc.Cert. Of Auth. #CA-4531 exp. 6/30/21

Yong Y. Lim, P.E. Norman Tan, P.E.

Senior Engineer Oklahoma No. 23083

Responsive ■ Resourceful ■ Reliable 1

REPORT TOPICS

INTRODUCTION ............................................................................................................. 1SITE CONDITIONS ......................................................................................................... 1PROJECT DESCRIPTION .............................................................................................. 2GEOTECHNICAL CHARACTERIZATION ...................................................................... 3GEOTECHNICAL OVERVIEW ....................................................................................... 4EARTHWORK................................................................................................................. 5CONSTRUCTION EXCAVATIONS................................................................................. 8MAT FOUNDATIONS ................................................................................................... 10SHALLOW FOOTING AND PAD FOUNDATIONS ...................................................... 11DEEP FOUNDATIONS ................................................................................................. 14SEISMIC CONSIDERATIONS ...................................................................................... 16FLOOR SLABS............................................................................................................. 16LATERAL EARTH PRESSURES ................................................................................. 18PAVEMENTS ................................................................................................................ 20AGGREGATE SURFACED AREAS ............................................................................. 22SLOPE STABILITY....................................................................................................... 23GENERAL COMMENTS ............................................................................................... 23

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.


INTRODUC TION

Geotechnical Engineering Report

Lift Station

Indian Hills Road and Sunnylane Road

Moore, OklahomaTerracon Project No. 03195081 Revision 1

October 7, 2020

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering

services performed for the new lift station planned on the north side of Indian Hills Road,

approximately ¼ mile east of the intersection with Sunnylane Road in Moore, Oklahoma. The

purpose of these services is to provide information and geotechnical engineering

recommendations relative to:

■ Subsurface soil and rock conditions ■ Seismic site classification per IBC

■ Groundwater conditions ■ Lateral earth pressures

■ Site preparation and earthwork ■ Pavement design and construction

■ Excavation considerations ■ Aggregate surfaced areas design and

construction

■ Foundation design and construction ■ Slopes

■ Floor slab design and construction

The geotechnical engineering Scope of Services for this project included the advancement of two

test borings to a depth of approximately 45 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration

Plan sections, respectively. The results of the laboratory testing performed on soil and rock

samples obtained from the site during the field exploration are included on the boring logs and/or

as separate graphs in the Exploration Results section.

The results of our subsurface exploration and geotechnical engineering services performed for

the proposed sewer interceptor are provided in a companion geotechnical engineering report titled

“Sewer Interceptor”.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the

field exploration and our review of publicly available geologic maps and client supplied grading

plan with topographic overlay.


Lift Station ■ Moore, Oklahoma

October 7, 2020 ■ Terracon Project No. 03195081 Revision 1


Item Description

Parcel Information

The lift station is planned on the north side of Indian Hills Road,

approximately ¼ mile east of the intersection with Sunnylane Road in

Moore, Oklahoma.

See Site Location

35.29121° -97.43736° (approximate)

Existing Improvements None

Current Ground Cover Vegetation

Existing Topography

Based on the topographic information provided to us, the site slopes

downward from the southwest towards the northeast with about 15 feet of

maximum elevation across the site.

PROJECT DESCRIPTION

Item Description

Information ProvidedEagle Consultants provided a site layout and a grading plan with

topographic overlay in an email on July 1, 2019.

Project Description

The project includes the construction of a lift station structure, a control

building, a generator, a transformer, and associated pavements/aggregate

surfaced areas.

Proposed Structures

The lift station structure will have a planned bearing depth of 30 feet in the

mechanical screen area and a planned bearing depth of 45 feet in the wet

well area.

The control building will be supported on grade and will house electrical

and odor control equipment.

The generator and transformer will be supported on grade.

Maximum Loads Unknown

Grading/Slopes

The grading plan indicates that less than 6 feet of cut and fill will be needed

to grade the site. Fill slopes with a maximum height of 9 feet are planned

on the north and east sides of the lift station pad.

Excavation depths on the order of 30 to 45 feet are anticipated for the lift

station structure based on the proposed bearing depths provided.

Pavements/Aggregate

Surface Areas

Traffic patterns and anticipated loading conditions were not provided to us

at the time of this report. However, we have assumed that traffic loads will

consist primarily of pickup truck and semi-tractor trailer traffic.

Two traffic categories have been considered. The light-duty parking and

drive area category is for areas expected to receive only pickup truck

traffic. The heavy-duty parking and drive area category assumes one semi-

tractor trailer traffic per month in addition to pickup truck traffic.





Item Description

Estimated Start of

Construction2020-2021

GEOTECHNICAL CHARACTERIZATION

Geology

The site is underlain by alluvium deposits followed by the Hennessey unit. Alluvium deposits

consist of sand, silt, clay, gravel, and/or mixture of these. Alluvium is found along the flood plains

of streams. The Hennessey unit consists of red clay shale and mudstone. The total thickness of

the Hennessey unit varies from 400 to 600 feet.

Subsurface Profile

We have developed a general characterization of the subsurface soil and groundwater conditions

based upon our review of the data and our understanding of the geologic setting and planned

construction. The following table provides our geotechnical characterization.

The geotechnical characterization forms the basis of our geotechnical calculations and evaluation

of site preparation, foundation options, and pavement options. As noted in General Comments,

the characterization is based upon widely spaced exploration points across the site, and variations

are likely.

StratumApproximate Depth to Bottom of

Stratum (feet)Material Description Consistency/Density

Surface 0.4 to 0.5 Topsoil N/A

1 28 to 33

Sandy lean clay, lean clay

with sand, lean clay, and

sandy silty clay

Medium stiff to hard

2

Undetermined: Borings terminated

within this stratum at the planned

depth of approximately 45 feet

Highly weathered shale and

slightly weathered shaleSoft to hard

Conditions encountered at each boring location are indicated on the individual boring logs shown

in the Exploration Results section and are attached to this report. Stratification boundaries on

the boring logs represent the approximate location of changes in soil and rock types; in situ, the

transition between materials may be gradual.





Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of

groundwater. The water levels observed in the boreholes can be found on the boring logs in

Exploration Results, and are summarized below.

Boring Number

Approximate Depth to

Groundwater while Drilling

(feet)1

Approximate Depth to

Groundwater after Drilling

(feet)1

B-1 40 43.5

B-1A 18.5 18.5

1. Below ground surface

Groundwater was observed in the borings for the short duration the borings remained open. This

does not necessarily mean the water levels measured in the borings are the actual groundwater

levels. Due to the low permeability of the materials encountered in the borings, a relatively long

period may be necessary for a groundwater level to stabilize in a borehole. Long term

observations in piezometers or observation wells sealed from the influence of surface water are

often required to define groundwater levels in materials of this type.

GEOTECHNICAL OVERVIEW

The grading plan indicates that less than 6 feet of cut and fill will be needed to grade the site.

Excavation depths on the order of 30 to 45 feet are anticipated for the lift station structure.

The borings generally encountered low plasticity clays underlain by weathered shale bedrock at

approximate depths of 28 and 33 feet.

Slope inclinations recommended for the lift station structure excavation are provided herein.

Where space requirements make it impractical to slope the side of the excavation, a temporary

shoring system should be installed to protect adjacent property.

Based on the subsurface conditions encountered and the site layout and structure bearing depths

provided, the following foundation recommendations can be made:

■ The lift station structure could be supported on mat foundations.

■ To minimize post-construction settlement of structures constructed over the deep backfill

placed around the lift station structure and intercepter (which is expected to experience

higher than acceptable post-construction settlement), we recommend supporting the

control building, generator, and transformer on drilled pier foundations extending into

bedrock. Alternatively, the control building could be supported on shallow footing





foundations in conjuction with floor slabs and the generator and transformer could be

supported on shallow pad foundations provided these structures are located at least 10

feet away from the deep backfill placed around the lift station structure and intercepter.

The materials encountered within the anticipated depth of seasonal moisture change generally

have low shrink/swell potential and appear suitable for supporting floor slabs provided the

recommended proofrolling and moisture/density control are incorporated into subgrade

preparation and fill placement.

Subgrade stabilization of the on-site soils with Class “C” fly ash or cement kiln dust (CKD) is

recommended to improve long-term support for the new pavements.

The General Comments section provides an understanding of the report limitations.

EARTHWORK

Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The

following sections provide recommendations for use in the preparation of specifications for the

work. Recommendations include critical quality criteria, as necessary, to render the site in the

state considered in our geotechnical engineering evaluation for foundations, floor slabs, and

pavements/aggregate surfaced areas.

Site Preparation

Site preparation should include removing trees, brush, vegetation, topsoil, and any other

unsuitable materials encountered on-site in construction areas. Following removal of the tree

stumps, the excavations created should be cleaned of loose material and replaced with

engineered fill as outlined in the following paragraphs. Based on our boring information, we

anticipate removing approximately 5 to 6 inches of topsoil. The necessary stripping and

excavation depths should be determined at the time of construction by a representative of the

Geotechnical Engineer.

Weather conditions will influence site preparation procedures. If soil water contents are high,

which could be the case if construction begins following a wet period, drying of exposed soils may

be required to develop a stable base on which to place fill. Scarifying and aerating the soil may

be sufficient to reduce the water content during warm, dry weather, but this will be less effective

during periods of cool or wet weather. Removing and replacing wet soils should be expected if

site preparation is conducted during cool and/or wet conditions.

After performing any required cuts, but before placing any fill, we recommend the exposed soils

be proof-rolled with a loaded, tandem-axle dump truck weighing at least 25 tons (under the

observation of Terracon personnel) to locate any soft or unstable zones. The proof-rolling should





involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is

observed during proof-rolling, the unstable soils should be overexcavated and replaced with a low

plasticity cohesive soil as described in the following sections if it cannot be effectively compacted

in-place. Proof-rolling will not be required in the lift station structure footprint.

After proof-rolling and correcting any unstable subgrade, we recommend the exposed subgrade

soils to receive new fill be scarified to a depth of 8 inches. The water content of the scarified soil

should be adjusted to within 2 percent of its optimum value, prior to being compacted to at least

95 percent of its maximum dry density as determined by test method ASTM D698 (standard

Proctor).

Unstable Soil

Unstable subgrade soils were encountered to a depth of approximately 2 to 3 feet in the borings

at the time of this exploration. Based on the existing conditions, the contractor will likely

experience difficulties obtaining a satisfactory proof-roll. The amount of unstable soils that may

have to be overexcavated and recompacted or replaced should be determined at the time of

construction.

Fill Material Types

All fill required to develop the design subgrade elevation should be an approved material that is

free of organic matter and debris. Earthen materials used for fill should meet the following material

property requirements:

Soil Type1 USCS

Classification

Acceptable Location for

Placement

Low plasticity cohesive soils2 -

Liquid limit less than 40

Plasticity index between 5 and 18

At least 60 percent passing a No. 200 Sieve

CL, CL-ML All locations and elevations3

Type “A” aggregate base meeting the

requirements per Section 703.01 of ODOT

Standard Specifications for Highway

Construction4

---Beneath floor slabs as capillary

break; aggregate surface areas

ASTM D448 No. 57 or No. 67 aggregate --- Granular working base





Soil Type1 USCS

Classification

Acceptable Location for

Placement

1. Fill should consist of approved materials free of organic matter and debris. Frozen material should not be

used, and fill should not be placed on a frozen subgrade. A sample of each material type should be

submitted to the Geotechnical Engineer for evaluation prior to use on this site.

2. Portions of the the on-site clays appear suitable for use as low plasticity cohesive soil; however, this should

be verified during construction by further testing.

3. Low plasticity cohesive soils can be used in the pavement areas provided the top 8 inches of the pavement

subgrade is stabilized with Class “C” fly ash or cement kiln dust (CKD) as noted in Pavements.

4. Recycled aggregate is not recommended.

Fill Compaction Requirements

Engineered fill should meet the following compaction requirements.

Item Description

Maximum Lift

Thickness

8 inches or less in loose thickness when heavy, self-propelled compaction

equipment is used

4 to 6 inches in loose thickness when hand-guided equipment (i.e., jumping

jack or plate compactor) is used

Minimum Compaction

Requirements1

Low plasticity cohesive soils: At least 95% for fill placed from finished

grade to a depth of 5 feet below finished grade. At least 100% for fill placed

at a depth greater than 5 feet below finished grade.

Stabilized depth of pavement subgrade: At least 98%

Type “A” aggregate base: At least 98%

ASTM D448 No. 57 or No. 67 aggregate: One to two passes of hand-

guided equipment (i.e., jumping jack or plate compactor) or a roller

Water Content Range1

Low plasticity cohesive soils: Within 2% of its optimum value

Stabilized depth of pavement subgrade: Within 2% of its optimum value

Type “A” aggregate base: Workable water content

ASTM D448 No. 57 or No. 67 aggregate: Not applicable

1. Maximum dry density and optimum water content as determined by test method ASTM D698 (standard

Proctor).

Grading and Drainage

Effective drainage should be developed during construction and maintained throughout the life of

the development.





Earthwork Construction Considerations

Upon completion of filling and grading, care should be taken to maintain the subgrade water

content prior to construction of floor slabs. Construction traffic over the completed subgrade

should be avoided. The site should also be graded to prevent ponding of surface water on the

prepared subgrade or in excavations. Water collecting over, or adjacent to, construction areas

should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected

material should be removed, or the materials should be scarified, moisture conditioned, and

recompacted, prior to slab construction.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.

Monitoring should include documentation of adequate removal of tree stumps, vegetation and

topsoil, proof-rolling, and mitigation of areas delineated by the proof-roll to require mitigation.

Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved

by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested

for density and water content at a frequency of at least one test for every 2,500 square feet of

compacted fill in the building areas and 5,000 square feet in the pavement areas. One density

and water content test per lift should be performed for every 50 linear feet of compacted utility

trench backfill.

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction

of the Geotechnical Engineer. In the event that unanticipated conditions are encountered, the

Geotechnical Engineer should recommend mitigation options.

In addition to the documentation of the essential parameters necessary for construction, the

continuation of the Geotechnical Engineer into the construction phase of the project provides the

continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including

assessing variations and associated design changes.

CONSTRUCTION EXCAVATIONS

We anticipate that the excavation for the lift station structure will extend into bedrock. Rock

formations that have standard penetration test results of 4 or more inches per 50 blows can

usually be excavated with heavy excavation equipment equipped with ripping teeth. Rock

formations that have standard penetration test results of 3 inches or less per 50 blows usually

require pneumatic equipment to remove. Variations in hardness of rock will likely can occur with

depth and distance from the borings.





To protect the subgrade from excessive wetting and disturbance by construction equipment and

to provide a stable working surface for construction, we recommend a 4- to 6-inch thick layer of

granular working base (such as ASTM D448 No. 57 or No. 67 stone) be installed on the bottom

of the excavation for the lift station structure. The bottom of the excavation should be sloped to

drain surface water to the excavation perimeter where it can be collected and removed.

Grading in the form of ditches or berms should be provided around the perimeter of the excavation

to divert surface runoff and soil from entering into the excavated area.

Groundwater was encountered at depths ranging from approximately 18.5 to 43.5 feet in the

borings. Dewatering of the excavation for the lift station structure could be accomplished using

sumps with pumps.

Sloped excavations greater than 20 feet should be designed by a Professional Engineer. Based

on the subsurface conditions encountered and the excavation depths anticipated for the lift station

structure, the following slope recommendations could be considered:

■ Temporary cuts in clay above the groundwater table should be sloped no steeper than 2

horizontal to 1 vertical.

■ Temporary cuts in clay below the groundwater table should be sloped no steeper than 2.5

horizontal to 1 vertical.

■ Temporary cuts in highly weathered shale should be sloped no steeper than ¾ horizontal

to 1 vertical.

■ Temporary vertical cuts could be performed in slightly weathered shale.

■ To protect adjacent property (i.e., roadways), the crest of the slope should be located at a

minimum lateral distance equal to no less than the slope height from adjacent property

(i.e., roadways).

■ Soil piles should be kept to a minimum lateral distance from the crest of the slope equal

to no less than 2 times the slope height.

■ Cranes should be kept to a minimum lateral distance from the crest of the slope equal to

no less than the slope height.

■ The exposed slope face should be protected against the elements.

Where space requirements make it impractical to slope the side of the excavation, a temporary

shoring system should be installed to protect adjacent property (i.e., roadways).

Construction site safety is the sole responsibility of the contractor who controls the means,

methods, and sequencing of construction operations. Under no circumstances shall the

information provided herein be interpreted to mean Terracon is assuming responsibility for

construction site safety, or the contractor's activities; such responsibility shall neither be implied

nor inferred.





MAT FOUNDATIONS

The lift station structure could be supported on mat foundations.

Design Parameters

Item Description

Maximum Net Allowable Bearing Pressure1 4,000 psf

Estimated Modulus of Subgrade Reaction2 150 pci

Required Bearing Stratum3

Undisturbed native soils (encountered at least 30

feet below existing grade), highly weathered

shale and/or slightly weathered shale

Uplift Resistance

The buoyant forces could be counteracted by a

thicker mat foundation and/or widening the mat

laterally beyond the edge of the walls and

assuming a total soil density not exceeding 125

pcf and a submerged soil density not exceeding

60 pcf for engineered backfill placed above the

mat

Estimated Total Settlement from Structural

Loads4 Less than 1 inch

Estimated Differential Settlement4 About 1/2 of total settlement

1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding

overburden pressure at the foundation base elevation. The allowable bearing pressure has a safety factor

of 3 or greater. The bearing pressure can be increased by 1/3 for transient loads unless those loads have

been factored to account for transient conditions.

2. Modulus of subgrade reaction (k30”) is an estimated value based upon our experience with the subgrade

condition. This value is based on a 30-inch diameter plate. For large area loads, the modulus of subgrade

reaction would be lower. The modulus of subgrade reaction (kBXL) for mat foundations measuring B (width)

and L (length) can be estimated using the following equation:

k × =k "

B "B 1 + 0.5 B

L1.5

3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the

Earthwork.

4. To minimize differential foundation settlement between the mechanical screen (bearing at 30 feet below

grade) and the wet well (bearing at 45 feet below grade), we recommend using a controlled low strength

material (flowable fill) with a compressive strength between 75 and 100 psi as backfill behind the below-

grade wall located between the mechanical screen and wet well.





Foundation Construction Considerations

As noted in Earthwork, the foundation excavations should be evaluated under the direction of

the Geotechnical Engineer. The base of all foundation excavations should be free of water and

loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce

bearing material disturbance. Care should be taken to prevent wetting or drying of the bearing

materials during construction. Excessively wet or dry material or any loose/disturbed material in

the bottom of the foundation excavations should be removed before foundation concrete is

placed.

If unsuitable bearing materials are encountered at the base of the planned foundation excavation,

the excavation should be extended deeper to suitable materials, and the foundations could bear

at the lower level or at a higher elevation on lean concrete backfill placed in the excavations. This

is illustrated on the sketch below.

SHALLOW FOOTING AND PAD FOUNDATIONS

The control building could be supported on shallow footing foundations and the generator and

transformer could be supported on shallow pad foundations provided the control building,

generator and transformer are located at least 10 feet away from the deep backfill placed around

the lift station structure and interceptor.

If the site has been prepared in accordance with the requirements noted in Earthwork, the

following design parameters are applicable for shallow footing and pad foundations.





Design Parameters

Item Description

Maximum Net Allowable Bearing Pressure1

1,500 psf (shallow footing foundations for the

control building; shallow pad foundation for the

transformer)

500 psf (shallow pad foundation for the

generator)

Required Bearing Stratum2 Engineered fill and/or undisturbed native soils

Minimum Foundation WidthIsolated: 30 inches

Continuous: 18 inches

Allowable Passive Resistance3

(equivalent fluid pressures)150 pcf

Allowable Coefficient of Sliding Friction4 0.2

Minimum Embedment below Finished Grade5, 6 24 inches

Frost Depth 18 inches


LoadsLess than 1 inch

Estimated Differential Settlement About 1/2 of total settlement





Item Description


overburden pressure at the foundation base elevation. The allowable bearing pressures have a safety factor

of 3 or greater. The bearing pressures can be increased by 1/3 for transient loads unless those loads have

been factored to account for transient conditions. The values assume that exterior grades are no steeper

than 20 percent within 10 feet of the structure.

2. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the

following report section. Due to presence of low strength near surface soils, we recommend evaluating the

bearing materials by performing dynamic cone penetrometer (DCP) tests in the foundation excavations.

When DCP tests are used to evaluate the suitability of the bearing materials, they should be performed at

the base of the footing excavation and at every 12 inches to a depth equal to the width of isolated

footings/shallow pad foundations or two times the width of continuous footings. However, in no case should

the suitability of the bearing materials be evaluated to a depth that is less than 3 feet below the base of

foundations. If unsuitable soil is present, the excavation should be extended until suitable material is

encountered. Foundations could bear on suitable material at the lower level or at a higher elevation on lean

concrete backfill or engineered backfill placed in the excavations as outlined the following report section.

3. With an applied safety factor of 2. Use of passive earth pressures require the sides of the excavation for

the foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the

foundation forms be removed and compacted engineered fill be placed against the vertical foundation face.

Unless pavements or on-grade slabs are provided up to and above the foundations, the allowable passive

pressure should be disregarded to a depth of 1.5 feet below the final grade.

4. With an applied safety factor of 2. Can be used to compute sliding resistance where foundations are placed

on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions.

5. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping

ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.

6. Shallow pad foundations intended for non-movement sensitive equipment may bear at a minimum depth of

6 inches below finished grade.

Foundation Construction Considerations

As noted in Earthwork, the foundation excavations should be evaluated under the direction of

the Geotechnical Engineer. The base of all foundation excavations should be free of water and

loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce

bearing material disturbance. Care should be taken to prevent wetting or drying of the bearing

materials during construction. Excessively wet or dry material or any loose/disturbed material in

the bottom of the foundation excavations should be removed/reconditioned before foundation

concrete is placed.

If unsuitable bearing materials are encountered at the base of the planned foundation excavation,

the excavation should be extended deeper to suitable materials, and the foundations could bear

at the lower level or at a higher elevation on lean concrete backfill placed in the excavations. This

is illustrated on the sketch below.





Over-excavation for engineered fill placement below foundations should be conducted as shown

below. The over-excavation should be backfilled up to the foundation base elevation, with a low

plasticity cohesive soil fill placed, as recommended in the Earthwork section.

DEEP FOUNDATIONS

Drilled Pier Design Parameters

To minimize post-construction settlement of structures constructed over the deep backfill placed

around the lift station structure and intercepter (which is expected to experience higher than

acceptable post-construction settlement), we recommend supporting the control building,

generator, and transformer on drilled pier foundations extending into bedrock. Design parameters

are provided in the table below for the design of drilled pier foundations.

Description Value

Foundation Type Straight shaft drilled piers





Description Value

Bearing Material

Highly weathered shale and/or slightly weathered

shale encountered at depths of approximately 28 to

33 feet below existing grade (approximate

elevations of 1100.5 to 1104.5 feet) in the borings3

Minimum Embedment2 feet into highly weathered shale and/or slightly

weathered shale

Maximum Net Allowable Bearing Pressure1, 2 20,000 psf within highly weathered shale and/or

slightly weathered shale

Maximum Allowable Skin Friction1, 4 2,000 psf within highly weathered shale and/or

slightly weathered shale

Downward Drag5

Above the groundwater table: 35 psf per foot of

depth

Below the groundwater table: 17 psf per foot of

depth

Minimum Pier Diameter6 24 inches

Minimum Grade Beam Embedment Depth

Below Finished Grade7 24 inches

Minimum Void Space Beneath Grade Beam or

Pier CapsNot required


Loads½ inch

Estimated Differential Settlement Less than ½ inch

1. Design capacities are dependent upon the method of installation and quality control parameters. The values

provided are estimates and should be verified when installation protocol has been finalized.


overburden pressure at the foundation base elevation. The allowable bearing pressure has a safety factor

of approximately 3. The bearing pressure can be increased by 1/3 for transient loads unless those loads

have been factored to account for transient conditions. Piers should extend at least 2 feet into the bearing

materials for end bearing to be considered.

3. See Subsurface Profile in Geotechnical Characterization for more details on stratigraphy.

4. Skin friction may be used to resist both upward and downward axial forces. The allowable skin friction value

has a safety factor of approximately 2.

5. Post-construction settlement of the deep fill will exert a downward drag force on drilled pier foundations.

Drilled pier foundations extending through the deep fill should be designed for downward drag force.

6. Assume that enough steel reinforcement is provided to provide adequate structural integrity.

7. Grade beams or pier caps should be structurally connected to the top of the piers.





Drilled Pier Construction Considerations

The drilling contractor should anticipate the need for a heavy-duty rig equipped with a rock auger

to penetrate the weathered bedrock. We do not expect temporary casing will be needed to prevent

caving of the excavation sides based on the subsurface conditions encountered in the borings;

however, the final determination should be made at the time of construction. The contractor

should have temporary casings on site.

Groundwater was encountered in the borings at depths ranging from approximately 18.5 to 43.5

feet at the time of this investigation; therefore, we expect dewatering would be needed to facilitate

drilled pier construction. However, the need for dewatering will depend on the actual groundwater

conditions at the time of construction. Prior to placing concrete, water or sloughed material should

be removed from the base of the drilled piers. If water is encountered and it cannot be removed,

the concrete should be placed using a tremie pipe or pumped from the bottom of the pier

excavation to the top, displacing the water to the surface. To facilitate pier construction, concrete

should be on-site and ready for placement as pier excavations are completed. In no event should

a pier excavation be allowed to remain open overnight.

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design

Category. Site Classification is required to determine the Seismic Design Category for a structure.

The Site Classification is based on the upper 100 feet of the site profile defined by a weighted

average value of either shear wave velocity, standard penetration resistance, or undrained shear

strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).

Based on the soil and bedrock properties encountered at the site and as described on the

exploration logs and results, it is our professional opinion that the Seismic Site Classification is

D. Subsurface explorations at this site were extended to a maximum depth of 45 feet. The site

properties below the boring depth to 100 feet were estimated based on our experience and

knowledge of geologic conditions of the general area. Additional deeper borings or geophysical

testing may be performed to confirm the conditions below the current boring depth.

FLOOR SLABS

The control building could be supported on shallow footing foundations in conjuction with floor

slabs provided the building is located at least 10 feet away from the deep backfill placed around

the lift station structure and the interceptor.

Design parameters for floor slabs assume the requirements for Earthwork have been followed.

Specific attention should be given to positive drainage away from the structure.





Floor Slab Design Parameters

Item Description

Floor Slab Support1 On-site soils prepared in accordance with Earthwork

Estimated Modulus of

Subgrade Reaction2

100 pci on soil subgrade

110 pci on a 4-inch thick layer of Type “A” aggregate over soil subgrade

1. Floor slabs should be structurally independent of building foundations or walls to reduce the possibility of

floor slab cracking caused by differential movements between the slab and foundation.

2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade

condition, the requirements noted in Earthwork, and the slab support as noted in this table. This value is

based on a 30-inch diameter plate. For large area loads, the modulus of subgrade reaction would be lower.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with

wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will

support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,

the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding

the use and placement of a vapor retarder.

Saw-cut control joints should be placed in the slab to help control the location and extent of

cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should

be sealed with a water-proof, non-extruding compressible compound specifically recommended

for heavy duty concrete pavement and wet environments.

Where floor slabs are tied to perimeter walls or constructed as turn-down slabs to meet structural

or other construction objectives, our experience indicates differential movement between the walls

and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the

length of the structural dowels. The Structural Engineer should account for potential differential

settlement through use of sufficient control joints, appropriate reinforcing or other means.

Floor Slab Construction Considerations

Finished subgrade within and for at least 10 feet beyond the floor slab should be protected from

traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs

are constructed. If the subgrade should become damaged or desiccated prior to construction of

floor slabs, the affected material should be removed and engineered fill should be added to

replace the resulting excavation. Final conditioning of the finished subgrade should be performed

immediately prior to placement of the floor slab support course.

The Geotechnical Engineer should approve the condition of the floor slab subgrade immediately

prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention

should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where

backfilled trenches are located.





LATERAL EARTH PRESSURES

Design Parameters

Structures with unbalanced backfill levels on opposite sides should be designed for earth

pressures at least equal to values indicated in the following table. Earth pressures will be

influenced by structural design of the walls, conditions of wall restraint, methods of construction

and/or compaction and the strength of the materials being restrained. Two wall restraint conditions

are shown in the diagram below. Active earth pressure is commonly used for design of free-

standing cantilever retaining walls and assumes wall movement. The “at-rest” condition assumes

no wall movement and is commonly used for basement walls, loading dock walls, or other walls

restrained at the top. The recommended design lateral earth pressures do not include a factor of

safety and do not provide for possible hydrostatic pressure on the walls (unless stated).

Lateral Earth Pressure Design Parameters

Earth Pressure

Condition1

Coefficient for

Backfill Type2

Surcharge

Pressure3, 4, 5

p1 (psf)

Effective Fluid Pressures (psf)2, 4, 5

Unsaturated6

Submerged6

Active (Ka)Granular - 0.33

Fine Grained - 0.42

(0.33)S

(0.42)S

(45)H

(55)H

(85)H

(90)H

At-Rest (Ko)Granular - 0.50

Fine Grained - 0.59

(0.50)S

(0.59)S

(65)H

(80)H

(95)H

(105)H

Passive (Kp)Granular - 3.00

Fine Grained - 2.37

---

---

(390)H

(310)H

(265)H

(225)H

1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H,

where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance.

2. Uniform, horizontal backfill, compacted to between 95% and 100% of the ASTM D 698 maximum dry

density, rendering a maximum unit weight of 130 pcf.

3. Uniform surcharge, where S is surcharge pressure.

4. Loading from heavy compaction equipment is not included.





Lateral Earth Pressure Design Parameters

Earth Pressure

Condition1

Coefficient for

Backfill Type2

Surcharge

Pressure3, 4, 5

p1 (psf)

Effective Fluid Pressures (psf)2, 4, 5

Unsaturated6

Submerged6

5. No safety factor is included in these values.

6. To achieve “Unsaturated” conditions, follow guidelines in Subsurface Drainage for Below-Grade Walls

below. “Submerged” conditions are recommended when drainage behind walls is not incorporated into the

design.

Backfill placed against the walls should consist of granular soils or low plasticity cohesive soils

(PI≤15). For values in the above table to be valid, the backfill must extend out and up from the

base of the wall at an angle of at least 45 and 60 degrees from vertical for the at-rest and passive

cases, respectively. Additionally, the backfill must extend out from the base of the wall at an angle

of at least 30 degrees from vertical for the active case.

Subsurface Drainage for Below-Grade Walls

If preventing hydrostatic loading on the walls is desired, a perforated rigid plastic drain line

installed behind the base of walls and extends below adjacent grade is recommended. The invert

of a drain line around a below-grade building area or exterior retaining wall should be placed near

foundation bearing level. The drain line should be sloped to provide positive gravity drainage to

daylight or to a sump pit and pump. The drain line should be surrounded by clean, free-draining

granular material having less than 5 percent passing the No. 200 sieve, such as No. 57 aggregate.

The free-draining aggregate should be encapsulated in a filter fabric. The granular fill should

extend to within 2 feet of final grade, where it should be capped with compacted cohesive fill to

reduce infiltration of surface water into the drain system.





As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A

pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter

fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill.

PAVEMENTS

General Pavement Comments

Pavement designs are provided for the traffic conditions as noted in Project Description. A

critical aspect of pavement performance is site preparation. Pavement designs noted in this

section are considered appropriate for this project provided the subgrade has been prepared as

recommended in the Earthwork section and in the following sections of this report.

Pavement Support

We expect the subgrade soils in the pavement areas will generally consist of low plasticity

cohesive soils. These soils will tend to cause trafficability problems during construction when the

subgrade gets wet and, in their existing condition, do not appear suitable for the long-term support

of pavements.

To reduce potential trafficability problems and strength loss and to improve the long-term

subgrade support, we recommend that the top 8 inches of the subgrade be treated with Class “C”

fly ash or cement kiln dust. Based on past experience with soils similar to those present at the

site, we estimate 10 to 14 percent Class “C” fly ash or cement kiln dust will be needed to

adequately treat the on-site soils. The actual percentage of additive should be determined at the

time of construction by the Geotechnical Engineer. Before compaction, the treated soil zone

should be adjusted to within 2 percent of the material’s optimum moisture as determined by test

method ASTM D698 (standard Proctor). After conditioning the soil to the required water content,

the treated subgrade should be compacted to at least 98 percent of the material’s maximum dry

density as determined by test method ASTM D698 (standard Proctor). Compaction should be

completed within about two hours after initially mixing the soil and stabilizing agent to optimize

the stabilization benefit.

Pavement Section Thicknesses

The following table provides options for Asphaltic Concrete and Portland Cement Concrete

sections:





Minimum Pavement Recommendations1

Layer Light-Duty Parking and Drive2

Heavy-Duty Parking and Drive2

Portland Cement Concrete5.0” Concrete

8.0” Stabilized Subgrade

6.0” Concrete


Asphaltic Concrete

2.0” Type “B” Asphaltic Concrete

3.0” Type “A” Asphaltic Concrete


2.0” Type “B” Asphaltic Concrete

5.0” Type “A” Asphaltic Concrete


1. All materials should meet the current Oklahoma Department of Transportation (ODOT) Standard

Specifications for Highway and Bridge Construction. For asphaltic concrete, refer to ODOT 1999

Specifications.

2. See Project Description for more specifics regarding light-duty and heavy-duty traffic. If the traffic loading

expected is different than our assumptions, we should be provided the traffic information and allowed to

review these pavement sections.

Pavement Drainage

The pavement surfacing and adjacent sidewalks should be sloped to provide rapid drainage of

surface water. Water should not be allowed to pond on or adjacent to these grade-supported

slabs, since this could saturate the subgrade and contribute to premature pavement or slab

deterioration.

Pavement Maintenance

The pavement sections represent minimum recommended thicknesses and, as such, periodic

maintenance should be anticipated. Therefore, preventive maintenance should be planned and

provided for through an on-going pavement management program. Maintenance activities are

intended to slow the rate of pavement deterioration and to preserve the pavement investment.

Maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)

and global maintenance (e.g. surface sealing). Preventive maintenance is usually the priority

when implementing a pavement maintenance program. Additional engineering observation is

recommended to determine the type and extent of a cost-effective program. Even with periodic

maintenance, some movements and related cracking may still occur and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive

maintenance, the Civil Engineer should consider the following recommendations in the design

and layout of pavements:

■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.

■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper

surface drainage.





■ Install below pavement drainage systems surrounding areas anticipated for frequent

wetting.

■ Install joint sealant and seal cracks immediately.

■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to

subgrade soils.

■ Place compacted, low permeability backfill against the exterior side of curb and gutter.

■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound

granular base course materials.

AGGREGATE SURFACED AREAS

A critical aspect of the performance of aggregate surfaced areas is site preparation. Thickness

designs, noted in this section, must be applied to the site which has been prepared as

recommended in the Earthwork section and in the following sections of this report.

Aggregate Section Thicknesses

Item Description

Heavy-Duty Parking and Drive1 6 inches of ODOT Type “A” aggregate base underlain

by a layer of ODOT Type II geogrid

1. See Project Description for more specifics regarding heavy-duty traffic. If the traffic loading expected is

different than our assumptions, we should be provided the traffic information and allowed to review the

section.

Aggregate Surfaced Area Drainage

Subgrade should be sloped to provide rapid drainage of surface water. Water allowed to pond on

the subgrade could saturate the subgrade and contribute to premature deterioration.

Aggregate Surfaced Area Maintenance

It should be emphasized that aggregate surfaced areas, regardless of the thickness or practical

subgrade preparation measures, will require on-going maintenance and repairs to keep them in

a serviceable condition. While geogrid stabilization will reduce rutting of the underlying soil

subgrade, movement (i.e. rutting and shoving) of the surficial aggregate will likely occur at

locations where the soil subgrade is softer than designed and where traffic stops and turns. When

potholes, ruts, depressions or yielding subgrade develop they must be repaired prior to applying

additional traffic loads. Typical repairs could consist of placing additional aggregate in ruts or

depressed areas and, in some cases adding an additional layer of geogrid. Potholes and

depressions should not be filled by blading adjacent ridges or high areas into the depressed areas.





New material should be added to the depressed areas as they develop. Failure to make timely

repairs will result in more rapid deterioration, making more extensive repairs necessary.

SLOPE STABILITY

To provide long-term stability, permanent cut or fill slopes less than about 10 feet in height should

be constructed no steeper than 3 horizontal to 1 vertical. Fill slopes should be overbuilt and cut

back to develop an adequately compacted slope face. We recommend installing effective erosion

control consisting of vegetation or other temporary protections to prevent erosion of the slopes

during and following construction.

GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical

conditions in the area, and the data obtained from our site exploration. Natural variations will occur

between exploration point locations or due to the modifying effects of construction or weather.

The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide

observation and testing services during pertinent construction phases. If variations appear, we

can provide further evaluation and supplemental recommendations. If variations are noted in the

absence of our observation and testing services on-site, we should be immediately notified so

that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or

biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of

pollutants, hazardous materials or conditions. If the owner is concerned about the potential for

such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the

sole benefit and exclusive use of our client for specific application to the project discussed and

are accomplished in accordance with generally accepted geotechnical engineering practices with

no third-party beneficiaries intended. Any third-party access to services or correspondence is

solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client, and is not intended for

third parties. Any use or reliance of the provided information by third parties is done solely at their

own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any

use of our report in that regard is done at the sole risk of the excavating cost estimator as there

may be variations on the site that are not apparent in the data that could significantly impact

excavation cost. Any parties charged with estimating excavation costs should seek their own site





characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering

requirements/design are the responsibility of others. If changes in the nature, design, or location

of the project are planned, our conclusions and recommendations shall not be considered valid

unless we review the changes and either verify or modify our conclusions in writing.

Responsive ■ Resourceful ■ Reliable

ATTACHMENTS




Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2

EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth1 (feet) Planned Location

2 45 Lift station site

1. Below ground surface

Boring Layout and Elevations: Lemke Land Surveying provided the boring layout and

elevations. The ground surface elevations at the boring locations were 1132.59 and 1133.48 feet.

Subsurface Exploration Procedures: We advanced the borings with an ATV-mounted rotary

drill rig using continuous flight augers (solid stem and/or hollow stem as necessary depending on

soil conditions). Four samples were obtained in the upper 10 feet of each boring and at intervals

of 5 feet thereafter. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube

with a sharp cutting edge is pushed hydraulically into the soil to obtain a relatively undisturbed

sample. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel

sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of

30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a

normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value.

The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the

test depths. We observed and recorded groundwater levels during drilling and sampling. As

required by the State of Oklahoma, any borings deeper than 20 feet, or borings which encounter

groundwater or contaminated materials must be grouted or plugged in accordance with Oklahoma

State statutes. One boring log must also be submitted to the Oklahoma Water Resources Board

for each 10 acres of project site area. Terracon plugged the borings and submitted logs in order

to comply with the Oklahoma Water Resources Board requirements.

The sampling depths, penetration distances, and other sampling information were recorded on

the field boring logs. The samples were placed in appropriate containers and taken to our soil

laboratory for testing and classification by an Engineering Technician. Our exploration team

prepared field boring logs as part of the drilling operations. These field logs included visual

classifications of the materials encountered during drilling and our interpretation of the subsurface

conditions between samples. Final boring logs were prepared from the field logs. The final boring

logs represent the Geotechnical Engineer's interpretation of the field logs and include

modifications based on tests of the samples in our laboratory.




Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2

Laboratory Testing

The Geotechnical Engineer reviewed the field data and assigned laboratory tests to understand

the engineering properties of the various soil and rock strata, as necessary, for this project. The

following tests were performed:

■ Water (Moisture) Content

■ Liquid Limit, Plastic Limit, and Plasticity Index

■ Amount of Material Finer than No. 200 Sieve

■ Density (Unit Weight)

■ Unconfined Compressive Strength

Based on the material’s texture and plasticity, we described and classified the soil samples in

accordance with the Unified Soil Classification System.

Rock classification was conducted using locally accepted practices for engineering purposes;

petrographic analysis may reveal other rock types. Boring log rock classification was determined

using the Description of Rock Properties.

Responsive ■ Resourceful ■ Reliable

SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location Plan

Exploration Plans (2 pages)

Note: All attachments are one page unless noted above.

SITE LOCATION



Note to Preparer: This is a large table with outside borders. Just click inside the table

above this text box, then paste your GIS Toolbox image.

When paragraph markers are turned on you may notice a line of hidden text above and

outside the table – please leave that alone. Limit editing to inside the table.

The line at the bottom about the general location is a separate table line. You can edit

it as desired, but try to keep to a single line of text to avoid reformatting the page.

SITE LOCA TION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN









EXPLORATION P LAN

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH MAPS

EXPLORATION PLAN









EXPLORATION P LAN

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH MAPS

EXPLORATION RESULTS

Contents:

Boring Logs (B-1 and B-1A)

Atterberg Limits

Unconfined Compression Test


1-2-2N=4

3-4-5N=9

2-3-5N=8

3-5-7N=12

5-8-13N=21

6-8-11N=19

12-15-17N=32

30-50/5"

31-50/5"

50/3"

50/2"

64

80

17

16

17

20

13

14

13

15

15

12

14

29-17-12

32-15-17

SANDY LEAN CLAY (CL), brown and red, medium stiff to stiff

-red below 3'

LEAN CLAY WITH SAND (CL), red with some gray, stiff to hard

SLIGHTLY WEATHERED SHALE, red with some gray, soft tohard

Boring Terminated at 45 Feet

8.0

28.0

45.0

1124.5

1104.5

1087.5

Surface cover: vegetation and approx. 5" topsoil

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.Classification of rock estimated from disturbed samples. Core samples and petrographic analysismay reveal other rock types.

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T. G

EO

SM

AR

T L

OG

-NO

WE

LL 0

3195

081

INT

ER

CE

PT

OR

AN

D L

IFT

ST

AT

ION

- L

S R

EV

.GP

J T

ER

RA

CO

N_D

AT

AT

EM

PLA

TE

.GD

T 7

/22

/19 W

AT

ER

LE

VE

LO

BS

ER

VA

TIO

NS

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

40

45

FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 35.29121° Longitude: -97.43736°

GR

AP

HIC

LO

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 1132.59 (Ft.)

Page 1 of 1

Advancement Method:Solid stem auger

Abandonment Method:Backfilled with cuttings above 4’; bentonite chips 4’ to 14’;backfilled with cuttings from 14’ to termination depth.

4701 N Stiles AveOklahoma City, OK

Notes:

Project No.: 03195081

Drill Rig: 970E

BORING LOG NO. B-1Eagle Consultants, Inc.CLIENT:Edmond, Oklahoma

Driller: P. Hacker

Boring Completed: 06-03-2019

PROJECT: Lift Station

See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).

See Supporting Information for explanation ofsymbols and abbreviations.

Indian Hills Road and Sunnylane Road Moore, OklahomaSITE:

Boring Started: 06-03-201940' While drilling

43.5' At completion of drilling

WATER LEVEL OBSERVATIONS

SA

MP

LE T

YP

E

2-5-5N=10

2-5-5N=10

3-2-2N=4

2-3-3N=6

2-2-3N=5

5-4-5N=9

12-12-16N=28

25-45-50/6"

50/1"

50/2"

0.94

54

95

76

13

17

18

22

22

20

18

18

18

110

24-18-6

27-17-10

29-15-14

SANDY SILTY CLAY (CL-ML), red, medium stiff to stiff

LEAN CLAY WITH SAND (CL) TO LEAN CLAY (CL), red withsome gray, medium stiff to very stiff

HIGHLY WEATHERED SHALE, red, soft

SLIGHTLY WEATHERED SHALE, red, hard

Boring Terminated at 45 Feet

6.0

33.0

38.0

45.0

1127.5

1100.5

1095.5

1088.5

Surface cover: vegetation and approx. 6" topsoil

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.Classification of rock estimated from disturbed samples. Core samples and petrographic analysismay reveal other rock types.

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T. G

EO

SM

AR

T L

OG

-NO

WE

LL 0

3195

081

INT

ER

CE

PT

OR

AN

D L

IFT

ST

AT

ION

- L

S R

EV

.GP

J T

ER

RA

CO

N_D

AT

AT

EM

PLA

TE

.GD

T 7

/22

/19 W

AT

ER

LE

VE

LO

BS

ER

VA

TIO

NS

DE

PT

H (

Ft.)

5

10

15

20

25

30

35

40

45

FIE

LD T

ES

TR

ES

ULT

S

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 35.29121° Longitude: -97.43719°

GR

AP

HIC

LO

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 1133.48 (Ft.)

Page 1 of 1

Advancement Method:Solid stem auger

Abandonment Method:Backfilled with cuttings above 4’; bentonite chips 4’ to 14’;backfilled with cuttings from 14’ to termination depth.


Notes:

Project No.: 03195081

Drill Rig: 970E

BORING LOG NO. B-1AEagle Consultants, Inc.CLIENT:Edmond, Oklahoma

Driller: P. Hacker

Boring Completed: 06-03-2019


See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).

See Supporting Information for explanation ofsymbols and abbreviations.

Indian Hills Road and Sunnylane Road Moore, OklahomaSITE:

Boring Started: 06-03-201918.5' While drilling

18.5' At completion of drilling

WATER LEVEL OBSERVATIONS

SA

MP

LE T

YP

E

0

10

20

30

40

50

60

0 20 40 60 80 100

CH o

r

OH

CL o

r

OL

ML or OL

MH or OH

"U" L

ine

"A" L

ine

ATTERBERG LIMITS RESULTSASTM D4318

PLASTICITY

INDEX

LIQUID LIMIT

PROJECT NUMBER: 03195081

SITE: Indian Hills Road and Sunnylane Road Moore, Oklahoma


CLIENT: Eagle Consultants, Inc. Edmond, Oklahoma


LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

. A

TT

ER

BE

RG

LIM

ITS

031

9508

1 L

IFT

ST

AT

ION

- R

EV

.GP

J T

ER

RA

CO

N_D

AT

AT

EM

PLA

TE

.GD

T 7

/22

/19

29

32

24

27

29

17

15

18

17

15

12

17

6

10

14

CL

CL

CL-ML

CL

CL

SANDY LEAN CLAY

LEAN CLAY with SAND

SANDY SILTY CLAY

LEAN CLAY

LEAN CLAY with SAND

DescriptionUSCSFinesPIPLLLBoring ID Depth

B-1

B-1

B-1A

B-1A

B-1A

1 - 2.5

18.5 - 20

1 - 2.5

8.5 - 10

18.5 - 20

64

80

54

95

76

CL-ML

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 1 2 3 4 5 6 7

CO

MP

RE

SS

IVE

ST

RE

SS

- t

sf

AXIAL STRAIN - %

ASTM D2166

UNCONFINED COMPRESSION TEST

PROJECT NUMBER: 03195081

SITE: Indian Hills Road and Sunnylane Road Moore, Oklahoma


CLIENT: Eagle Consultants, Inc. Edmond, Oklahoma


LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

. U

NC

ON

FIN

ED

03

1950

81

LIF

T S

TA

TIO

N -

RE

V.G

PJ

TE

RR

AC

ON

_DA

TA

TE

MP

LAT

E.G

DT

7/2

2/1

9

Calculated Saturation: %

Height: in.

Diameter: in.

Failure Mode: Bulge (dashed)

Remarks:

Percent < #200 SievePIPLLL

0.47

17

DESCRIPTION:

0.0557

SAMPLE LOCATION: B-1A @ 3.5 - 5.6 feetSAMPLE TYPE: Shelby Tube

0.54

85.82

110

Strain Rate: in/min

Failure Strain: %

SPECIMEN FAILURE MODE

Dry Density: pcf

Moisture Content: %

4.65

1.97

2.72

Height / Diameter Ratio:

Calculated Void Ratio:

Undrained Shear Strength: (tsf)

Unconfined Compressive Strength (tsf)

Assumed Specific Gravity:

0.94

5.57

2.83

SPECIMEN TEST DATA

SUPPORTING INFORMATION

Contents:

General Notes

Unified Soil Classification System

Description of Rock Properties


0.25 to 0.50

> 4.00

2.00 to 4.00

1.00 to 2.00

0.50 to 1.00

less than 0.25

Unconfined Compressive StrengthQu, (tsf)

ShelbyTube

StandardPenetrationTest

Trace

PLASTICITY DESCRIPTION

Water levels indicated on the soil boring logs arethe levels measured in the borehole at the timesindicated. Groundwater level variations will occurover time. In low permeability soils, accuratedetermination of groundwater levels is not possiblewith short term water level observations.

DESCRIPTION OF SYMBOLS AND ABBREVIATIONSGENERAL NOTES

> 30

11 - 30

1 - 10Low

Non-plastic

Plasticity Index

#4 to #200 sieve (4.75mm to 0.075mm

Boulders

12 in. to 3 in. (300mm to 75mm)Cobbles

3 in. to #4 sieve (75mm to 4.75 mm)Gravel

Sand

Passing #200 sieve (0.075mm)Silt or Clay

Particle Size

Water Level Aftera Specified Period of Time

Water Level After aSpecified Period of Time

Water InitiallyEncountered

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have lessthan 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if theyare slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be addedaccording to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basisof their in-place relative density and fine-grained soils on the basis of their consistency.

GRAIN SIZE TERMINOLOGY

RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL

DESCRIPTIVE SOIL CLASSIFICATION

LOCATION AND ELEVATION NOTES

SAMPLING WATER LEVEL FIELD TESTS

N

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration TestResistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined CompressiveStrength

Photo-Ionization Detector

Organic Vapor Analyzer

Medium

0Over 12 in. (300 mm)

>12

5-12

<5

Percent ofDry Weight

TermMajor Component of Sample

Modifier

With

Trace

Descriptive Term(s) ofother constituents

>30Modifier

<15

Percent ofDry Weight

Descriptive Term(s) ofother constituents

With 15-29

High

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy ofsuch devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conductedto confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of thearea.

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Density)

CONSISTENCY OF FINE-GRAINED SOILS

Hard

15 - 30Very Stiff> 50Very Dense

8 - 15Stiff30 - 50Dense

4 - 8Medium Stiff10 - 29Medium Dense

2 - 4Soft4 - 9Loose

0 - 1Very Soft0 - 3Very Loose

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field visual-manual

procedures or standard penetration resistance

STRENGTH TERMS

> 30

Descriptive Term(Consistency)

Standard Penetration orN-Value

Blows/Ft.

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOI L CLASSI FICATI ON SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests ASoil Classification

Group

SymbolGroup Name B

Coarse-Grained Soils:More than 50% retained

on No. 200 sieve

Gravels:

More than 50% ofcoarse fractionretained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu ³ 4 and 1 £ Cc £ 3 E GW Well-graded gravel F

Cu < 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarsefraction passes No. 4sieve

Clean Sands:

Less than 5% fines D

Cu ³ 6 and 1 £ Cc £ 3 E SW Well-graded sand I

Cu < 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:50% or more passes the

No. 200 sieve

Silts and Clays:Liquid limit less than 50

Inorganic:PI > 7 and plots on or above “A”line J

CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OLOrganic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:Liquid limit 50 or more

Inorganic:PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OHOrganic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded

sand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc = 6010

2

30

DxD

)(D

F If soil contains ³ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ³ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with

gravel,” whichever is predominant.

L If soil contains ³ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

MIf soil contains ³ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

NPI ³ 4 and plots on or above “A” line.

OPI < 4 or plots below “A” line.

P PI plots on or above “A” line.

QPI plots below “A” line.

DESCRIPTION OF ROCK PROPERTIES

ROCK VERSION 1

DESCRIPTIVE ROCK CLASSIFICATION

Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz andcalcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and siltsize grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaley, sandy, dolomitic, calcareous, carbonaceous,etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.

Limestone Light to dark colored, crystalline to fine-grained texture, composed of CaCo3, reacts readily with HCl.

DolomiteLight to dark colored, crystalline to fine-grained texture, composed of CaMg(CO3)2, harder than limestone, reactswith HCl when powdered.

ChertLight to dark colored, very fine-grained texture, composed of micro-crystalline quartz (SiO2), brittle, breaks intoangular fragments, will scratch glass.

ShaleVery fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalentis frequently referred to as siltstone, claystone or mudstone.

SandstoneUsually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cementusually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate.

ConglomerateRounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble tocobble size (1/2 inch to 6 inches). Cemented together with various cementing agents. Breccia is similar butcomposed of angular, fractured rock particles cemented together.

PHYSICAL PROPERTIES

Degree of Weathering Bedding and Joint Characteristics1

SlightSlight decomposition of parentmaterial on joints. May be colorchange.

Bed Thickness Joint Spacing Dimensions

Laminated --- .1 in. – .4 in.

ModerateSome decomposition and colorchange throughout.

Very thin Very close .4 in. – 2 in.

Thin Close 2 in. – 1 ft.

HighRock highly decomposed, may beextremely broken.

Medium Moderately close 1 ft. – 3 ft.

Thick Wide 3 ft. – 10 ft.

Hardness and Degree of Cementation Very thick Very wide More than 10 ft.

Limestone and Dolomite 1. Spacing refers to the distance normal to the planes, of the described feature,

which are parallel to each other or nearly so.Hard Difficult to scratch with a knife.

Moderately HardCan be scratched easily with a knife,cannot be scratched with a fingernail.

Bedding PlaneA plane dividing sedimentary rocks of the sameor different lithology.

Soft Can be scratched with a fingernail.Joint

Fracture in rock, generally more or less verticalor transverse to bedding, along which noappreciable movement has occurred.Shale, Siltstone and Claystone

HardCan be scratched easily with a knife,cannot be scratched with a fingernail.

SeamGenerally applies to bedding plane with anunspecified degree of weathering.

Moderately Hard Can be scratched with a fingernail. Solution and Void Conditions

SoftCan easily be dented but not moldedwith fingers.

Solid Contains no voids.

Sandstone and ConglomerateVuggy (Pitted)

Rock having small solution pits or cavities upto ½ inch diameter, frequently with a minerallining.Well Cemented Capable of scratching a knife blade.

Cemented Difficult to scratch with a knife. PorousContaining numerous voids, pores, or otheropenings, which may or may not interconnect.

PoorlyCemented

Can be broken apart easily withfingers.

CavernousContaining cavities or caverns, sometimesquite large.

Finish Hardware 08700/1

SECTION 08700

FINISH HARDWARE

PART 1 GENERAL

1.01 WORK INCLUDED:

A. General Contractor to furnish and set all items that are specified or necessary for a complete job, and all hardware

specified in other sections.

B. Installation by General Contractor. Hardware for interior and exterior swinging doors, other than specified in specific

door sections.

C. General Contractor shall provide skilled supervision and coordination between all personnel (sub-contractors and

employees) to make sure that installed hardware is easy to operate and maintain.

D. Contractor is responsible for coordination between trades.

1.02 WORK NOT INCLUDED:

A. Rough hardware is not a part of this section of the specifications.

B. Hardware for the following items are not included under this section: Metal windows, metal screens and access doors.

1.03 RELATED WORK:

A. Section 01300: Submittals

B. Section 08110: Steel Doors and Frames

C. Section 08410: Aluminum Doors and Frames

1.04 QUALITY ASSURANCE:

A. This material shall be procured from a source of supply approved by the Architect as competent to correctly interpret the

plans, details and specifications, and be prepared at all times to promptly and satisfactorily service the hardware on the

job. This supplier must be an established Contract Builders' Hardware firm, who maintains and operates an office,

display room and stock in the State of Oklahoma. This material must be furnished by or under the direct supervision of

an Architectural Hardware Consultant, as certified by the Door and Hardware Institute, Inc., regularly employed by this

supplier, and all bids must be so certified. Bids on this material will not be acceptable from firms who have not been

successfully engaged in selling and servicing Contract Builders' Hardware for a period of at least five (5) years.

B. Hardware has been specified herein by manufacturers' name, brand and catalog number for the purpose of establishing a

basis for quality, finish, design and operational function.

C. Use a qualified installer experienced in the preparation and installation of finish hardware.

D. If hardware for any particular door is not listed or described, it shall be furnished and shall be as specified for similar

locations, shall be considered as part of the Project, and shall be at no additional cost to the Owner.

1.05 SUBMITTALS:

A. Follow Submittal procedure in Section 01300. The schedule shall be prepared using the "Sequence and Format" for the

Hardware Schedule as recommended by the Door and Hardware Institute (DHI). Provide a keying schedule with the

hardware submittals.

B. Schedule shall follow requirements of Specifications and shall indicate types, manufacturer's name and number location

and finish of each item required.

C. Do not deliver hardware until approval is obtained.

D. Approval of schedule will not relieve Contractor of responsibility for furnishing all necessary hardware.


E. Templates: Provide necessary templates and/or physical hardware to all trades requiring them in order that they may cut,

re-inforce or otherwise prepare their material or protect to receive the hardware item.

1.07 DELIVERY, STORAGE AND HANDLING:

A. All items of hardware to be delivered to the job site shall be completely packaged with all necessary screws, bolts,

miscellaneous parts, instructions and where necessary installation templates for manufacturers' suggested installation.

They are to be clearly labeled so as to conveniently identify them and their intended location in the building.

B. Store in secure lock up. Control both before and during installation.

C. Protect original finish and texture of all finish hardware items, both installed and not yet installed. Follow respective

hardware manufacturer's instruction; use protective materials and methods recommended by manufacturer.

D. Retain 2 of each wrench or special tool furnished with the locks,, closers, exit devices, etc. Include dogging keys for exit

devices. Give all tools to the Plant Operator.

1.08 WARRANTY:

A. The finish hardware shall carry a limited warranty against defects in workmanship and operation for a period of one year

from date of Final Acceptance of the entire Project.

1. Locks shall have a one-year limited warranty.

2. Door Closers shall have a ten-year limited warranty.

3. Exit Devices have a three-year limited warranty.

PART 2 PRODUCTS

2.01 HARDWARE:

A. Provide items as listed in Schedule at end of this Section, complete to function as intended.

B. Substitutions: Request for substitutions of items of hardware shall be made to the Architect no later than ten days prior

to bid opening. Approval of substitutions will only be in writing or by addendum. Request for substitutions shall be

accompanied by samples and or detailed information as to the manufacturer of the product.

C. Items specified "NO SUBSTITUTIONS" shall be provided exactly as listed in this Specification.

D. Screws and Fasteners – Exposed surfaces shall match the hardware. Sheet metal screws or machine screws in

drilled and tapped holes are to be used on metal surfaces. Wood screws threaded to the head are to be used on wood

surfaces except for closers. All closers mounted on wood surfaces shall be fastened with through bolts.

2.02 FINISH:

All hardware throughout shall be Satin Chrome (626 or 652) finish. Door Closers stock painted to match.

2.03 KICK PLATES:

Kick Plates to be ten inches high, full width of door less two inches. Stainless Steel beveled Three sides, .050-gauge material.

2.04 KEYING:

A. All locks & cylinders two keys each, keyed alike or keyed different as directed by the architect.

B. Master keyed in one set for project.

C. Supply two (2) keys for each Cylinder.

D. Supply Six (6) Master keys.

2.05 MANUFACTURERS SCHEDULED:


L - LCN Door Closers, No Substitution

P - PBB Hinge Company

PE - Pemko Manufacturing

R - Rockwood Manufacturing

SC - Schlage Lock Company, No Substitution

V - Von Duprin, Inc. , No Substitution

2.06 HARDWARE SETS:

SET #1

3 hinges FBB168NRP-4.5" x 4.5"-US26D Stanley

1 exit device 99L x 996L-06-US26D Von Duprin

1 rim cylinder 20-022-626 Schlage

1 closer 4050-SCUSH-689-TBSRT LCN

1 kickplate K1050-10" x 34"-US32D Rockwood

1 threshold 171A-36" Pemko

1 door bottom 315CN-36" Pemko

1 weatherstrip 303AV-36" x 84" Pemko

1 drip cap 346C-40" Pemko

Set #2

6 hinges FBB168NRP-4.5" x 4.5"-US26D Stanley

1 mullion 4954-SP28-7'0" Von Duprin

1 exit device 99EO-US26D Von Duprin

1 exit device 99L x 996L-06-US26D Von Duprin

1 rim cylinder 20-022-626 Schlage

2 closers 4050-SCUSH-689-TBSRT LCN

2 kickplates K1050-10" x 34"-US32D Rockwood

1 threshold 171A-72" Pemko

2 door bottoms 315CN-36" Pemko

1 weatherstrip 303AV-72" x 84" Pemko

1 drip cap 346C-76" Pemko

PART 3 EXECUTION

3.01 INSPECTION:

A. Examine hardware prior to installation; verify that delivered hardware matches quantity, type, finish, etc., as that shown

on final Hardware Schedule. Notify Architect and hardware supplier, in writing, of discrepancies, shortages and

incorrect hardware items.


B. Provide or replace shortages and incorrect hardware with proper hardware as scheduled on final Hardware Schedule, at

no cost to Owner.

3.02 FIELD QUALITY CONTROL

A. Inspect openings to determine that the doors and frames are properly prepared to receive the hardware and that the

correct hardware wa installed on the opening.

3.03 INSTALLATION:

A. Mount hardware at height recommended by NBHA "Recommended Location for Builders' Hardware", except as

otherwise specifically indicated or required to comply with requirements of governing authorities having jurisdiction at

project site as directed.

B. Install all hardware in compliance with manufacturer's instruction requirements.

C. Set hardware level, plumb and true to line and location required. Adjust and reinforce attachment substrate as necessary

for proper installation and operation.

D. Attach hardware securely in final position.

1. Attach exit devices, closers and holders to doors with through bolts and grommet nuts.

E. Cut and fit thresholds to profile of door frames.

3.04 ADJUSTING AND CLEANING:

A. Check and adjust each operating item of hardware to operate freely and easily, to ensure proper operation and function of

each unit.

1. Lubricate moving parts with type lubricant recommended by manufacturer, if required by manufacturer.

2. Replace units which cannot be adjusted and lubricated to operate freely and smoothly as intended for

application made, at no cost to Owner.

B. Clean each hardware item as necessary to restore original factory finish and surface texture, as recommended by

manufacturer. Replace units which cannot be satisfactorily cleaned to restore factory finish and texture, at no cost to

owner.

END OF SECTION

CHANNEL MONSTER®, SCREENING & GRINDING EQUIPMENT 11330-1

SECTION 11330

CHANNEL MONSTER-OPEN CHANNEL-ELECTRIC GRINDER WITH ROTATING SCREEN DRUM-SERIES

PART 1 GENERAL

1.1 SUMMARY

A. This section of the specification describes the grinder(s) and controller(s). The equipment shall be installed as shown

on the plans, as recommended by the supplier, and in compliance with all OSHA, local, state and federal codes and

regulations.

B. The number of Channel Monster(s) and controller(s) shall be 1.

C. All stainless steel will be 304 unless noted.

1.2 REFERENCES

A. Grinder(s) shall, as applicable, meet the requirements of the following industry standards:

1. American Society for Testing and Materials (ASTM) A36: Carbon Steel Plate

2. American Society for Testing and Materials (ASTM) A536-84: Ferritic Ductile Iron Castings

3. American Society for Testing and Materials (ASTM) A48-83: Grey Iron Casting

4. American Society for Testing and Materials (ASTM) A743 Stainless Steel Casting

5. American Iron and Steel Institute (AISI) 303 Stainless Steel



8. American Iron and Steel Institute (AISI) 4130 Heat Treated Alloy Steel



11. American Iron and Steel Institute (AISI) 17-4 Stainless Steel

12. Society of Automotive Engineers (SAE) 660 Bearing Bronze

B. Controllers shall, as applicable, meet the requirements of the following Regulatory Agencies:

1. National Electrical Manufacturer’s Association (NEMA) Standards

2. National Electric Code (NEC)

3. Underwriters Laboratory (UL and cUL)

4. International Electrotechnical Commission (IEC)

1.3 DOCUMENTS

A. Submittals

Supplier shall submit six (6) sets of submittals. Submittals shall include equipment descriptions, functional

descriptions, dimensional and assembly drawings, catalog data, and job specific drawings.

B. Operation and Maintenance Manuals.

The supplier shall provide three (3) Operation & Maintenance manuals. An electronic version shall be supplied to

create additional copies. The manuals shall include equipment descriptions, operating instructions, drawings,

troubleshooting techniques, a recommended schedule, and the recommended lubricants.

1.4 QUALITY ASSURANCE

A. Identification

1. Equipment shall be identified with a corrosion resistant nameplate affixed in a conspicuous location.

2. Nameplate information shall include manufacturer’s name and address, equipment model number, and serial

number.

B. Manufacturer

1. Supplier shall have a minimum 30 years experience as a manufacturer of municipal waste water equipment and a

minimum 1,000 prior installations of similar equipment.

2. Supplier shall provide a list of reference sites for similar equipment for verification by the Engineer or Owner’s

Representative.

3. Supplier shall conduct factory testing and verification of equipment prior to shipment.

4. Supplier shall have factory owned bi-coastal service centers.

C. Installation & Start-up

1. Supplier shall provide services of a factory trained representative to check installation and review start-up of

equipment and controls.

2. Supplier Representative shall inspect and approve site installation and supervise a review of the operation of the

equipment.

3. Supplier Representative shall provide training on operation and maintenance requirements of the equipment.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Packaging

1. Containers or skids shall be constructed for normal shipping, handling, and storage.

2. Containers shall provide adequate protection for the equipment in a dry indoor environment between +40o F (+4.5o

C) and +100o F (+37.8o C).

1.6 WARRANTY

Manufacturer’s standard 12-month limited warranty shall be provided on equipment.


PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Grinder(s) and controller(s) shall be in accordance with these specification and plans and shall be supplied by one of

the following manufacturers:

1. JWC Environmental, 2850 Red Hill Ave. Suite 125 Santa Ana, CA 92705 Tel: 800-331-2277

www.jwce.com

JWC Environmental Model CDD5020-XDM2.0 Channel Monster.

JWC Environmental Model PC2223 Controller and PC10 Remote.

B. Manufacturers requesting to be selected as an approved equal shall submit certified documentation including

installation lists with phone numbers, equipment drawings, flow performance curves, electrical schematics and cut

sheets, O&M draft showing compliance with these specifications a minimum of ten (10) days prior to bid opening.

Selected equipment manufacturers shall be added to the list of approved manufacturers.

C. Selected approved equal manufacturers shall conduct an onsite test within ten (10) days of installation demonstrating

compliance with all areas of this specification.

2.2 GRINDER

A. General

Grinder shall reduce or shred influent solids for protection of downstream equipment. Grinder shall be two shafted design

consisting of individual cutters and spacers, with cutters on drive and driven shafts of equal diameter. The grinder shall

have two rotating screen drums that shall collect solids too large to pass through the screen drums and direct them to the

cutters for solids reduction. Grinder shall have individual motors and speed reducers for cutter drive shaft and each screen

drum.

B. Components

1. Cutters and Spacers

a. Cutting stack shall be a nominal height of 50-inches (1270.0 mm).

b. Cutter shall be an individual disk constructed of AISI alloy steel surface ground to thickness of .438-inches

+.000/-.001 (11.1 mm +.000/-.003).

c. Cutters shall be heat treated to produce a hardness of 45-53 Rockwell C.

d. Cutters shall have 7 cam shaped teeth. Tooth height shall not be greater than ½-inch (13 mm) above the root

diameter of the cutter. OD shall be 4.71-inches (120 mm).

e. Spacers shall be an individual disk constructed of AISI alloy steel surface ground to a thickness of .446-inches

+.001/-.000 (11.3 mm +.003/-.000).

f. Spacers shall have a hardness of 34-53 Rockwell C.

g. Spacers shall have a smooth outside diameter with no tooth profiles.

2. Shafts

a. Shafts shall be constructed from AISI 4140 alloy steel with a minimum tensile strength of 170,000 PSI (1,172

kPA).

b. Shafts shall be measure a nominal 2-inches (51 mm) across flats of hex.

c. Shafts shall be hardened to 38-42 Rockwell C.

3. Intermediate Shaft Collars with Vertical Support Structure

a. Intermediate shaft collars shall be constructed of ASTM A743 stainless steel, AISI 17-4 stainless steel and

SAE 660 bearing bronze.

b. Shaft collars shall be lubricated with high temperature marine grade grease at the factory.

c. Grease fittings on the shaft collars shall be provided for periodic maintenance.

d. Intermediate shaft collars shall provide radial support to the shafts during severe grinding demands.

e. Vertical support structure shall be constructed of stainless steel.

f. Vertical support structure shall have brackets to locate and secure intermediate shaft collars within the cutter

stack.

g. Vertical support structure shall have a shape that coincides with the radial profile of the cutters to allow for a

close interface.

h. Vertical support structure shall have adjustable brackets for mounting to the top and bottom end housings.

j. Intermediate shaft collars and vertical support structures shall only be supplied on cutter stacks of 32-inches

(813mm) and taller.

4. Seal Cartridges

a. Seal cartridges shall be rated to a maximum of 90 PSI (620 kPA).

b. Seal cartridges shall not require flushing.

c. Dynamic and rotating seal faces shall be constructed of tungsten carbide with 6% nickel binder.

d. O-rings shall be constructed of Buna-N (Nitrile).

e. Radial and axial loads shall be borne by sealed, oversized, deep-groove ball bearings.

5. Housings and Covers

a. End housings and top cover shall be constructed of ASTM A536-84 ductile iron.

b. End housings shall have integral bushing deflector to guide solids from seal cartridges.

c. Bottom cover shall be constructed of ASTM A-36 rolled steel.

6. Side Rails

http://www.jwce.com/


a. Side rails shall be constructed of ASTM A536-84 ductile iron.

b. Side rails shall have a UHMW sealing strip for creating an adjustable interface between the side rail and the

rotating drum.

c. Side rails shall have integral guide slot for installing into framework.

7. Perforated Screen Drum

a. Perforated screen drum shall be constructed of 11 gauge (.120”) stainless steel with 1/4-inch (6 mm) diameter

holes.

b. Perforated screen drum shall have center ring supports, end flanges, and stub shafts to properly support the

perforated screen.

c. Perforated screen drum shall have no shaft in center of drum.

d. Perforated screen drum shall be electropolished.

8. Speed Reducer-Cutters

a. Reducer shall be manufactured by Sumitomo Machinery Corporation of America.

b. Reducer shall be internal planetary mechanism with trochoidal curved tooth profile.

c. Reducer shall be a vertically mounted with 29:1 single reduction.

d. Reducer shall be grease lubricated.

9. Speed Reducer-Screen Drums

a. Reducer shall be manufactured by Sumitomo Machinery Corporation of America.

b. Reducer shall be internal planetary mechanism with trochoidal curved tooth profile.

c. Reducer shall be a vertically mounted 377:1 double reduction.

d. Reducer shall be grease lubricated.

10. Motor-Cutters

a. Motor shall be manufactured by Baldor Electric Company.

b. Motor shall be 5 hp (3.7 kW), Immersible, 1725 rpm, 460 volt, 3 phase, 60Hz

c. Motor shall have a minimum service factor of 1.00, 86.5% minimum efficiency factor at full load, minimum

85% power factor at full load.

11. Motor-Screen Drums

a. Motor shall be manufactured by Baldor Electric Company.

b. Motor shall be 1 hp (3/4 kW), Immersible, 1725 rpm, 460 volt, 3 phase, 60 Hz .

c. Motor shall have a minimum service factor of 1.00, 86.6% minimum efficiency factor at full load, minimum

79% power factor at full load.

C. Performance

1. Grinder shall be capable of processing 17 MGD (2681.4 m³/h).

2. Grinder shall provide a minimum peak shaft torque of 4,246 lb-in/hp (643 Nm/kW).

3. Grinder shall provide a minimum peak force at cutter tip of 1831 lbf/hp (10,921 N/ kW).

2.2.1 FRAME AND SUPPORTS

A. General

Frame and/or supports shall provide a method for properly securing the grinder in an open channel or wet well. The

frame shall allow installation or removal without any disassembly of the frame or grinder.

B. Components

1. Frame and/or supports shall be constructed of AISI 304 stainless steel.

2. Frame shall provide proper support and interface to prevent unwanted bypass.

3. Frame shall utilize guides that insert into the grinders side rail slots to properly position and locate the grinder.

2.3 CONTROLLER

A. General

Controller shall provide control of the grinder and screen drums and be designed to control one (1) 5 hp (3.7 kW) and

two (2) 1 hp (3/4 kW) at 460 volts, 3 phase, 60 Hz. The controller shall have an operator interface, indicator lights,

switches and other control devices.

B. Components

1. Enclosures

a. Enclosure shall be stainless steel NEMA 4X.

b. Enclosure shall house the control devices, motor starters, and PLC.

2. Operator Interface Terminal

a. OIT shall be manufactured by Red Lion and display equipment status, alarm and fail conditions.

b. OIT shall provide operational information on reversals, jams, overloads and over temps.

3. Grinder ON-OFF-REMOTE three-position 22mm type, NEMA 4X selector switch

a. In the OFF position, the grinder shall not run.

b. In the ON position, the grinder shall run continuously.

c. In the REMOTE position, the grinder shall start and stop as controlled by an external device.

4. Screen ON-OFF-AUTO three-position 22mm type, NEMA 4X selector switches

a. In the OFF position, the screen drums shall not run.

b. In the ON position, the screen drums shall run continuously.


c. In the AUTO position, the screen drums shall start and stop as controlled by grinder operation.

5. Reset Pushbutton

a. Pushbutton shall be momentary type 22 mm, rated NEMA 4X.

b. Pushbutton shall be the only method of resetting the controller after failure.

6. Pilot Lights

a. Lights shall be LED type 22 mm, rated NEMA 4X.

b. Lights shall indicate GRINDER RUN, SCREEN RUN, and FAIL.

7. Programmable Logic Controller (PLC)

a. PLC shall be manufactured by Panasonic.

b. PLC shall have a minimum of 16K of memory.

8. Motor Starters

a. Starters shall be a full-voltage reversing type with 120 volt operating coil.

b. Overload relays shall be adjustable and sized to full load amperes (FLA) of the motor.

9. Main Circuit Breaker Disconnect and Motor Branch Circuit Protection Circuit Breaker

a. Circuit breaker shall be molded case type 3-pole, 480 volt.

b. Circuit breaker shall be sized to applicable NEC and UL standards.

10. Control Transformer

a. Control transformer shall be minimum 250VA.

b. Control transformer primary and secondary shall be fused for over current protection.

11. Current Transducers

a. Current transducers shall be manufactured by Veris Industries.

b. Current transducers shall have adjustable set point from 1-135A with 200ms or less response time.

12. Control Relays

a. Control Relays shall be manufactured by Idec Corp.

b. Control relays shall be rated for 10A (resistive load), DPDT, 120V with indicator light.

C. Performance

1. When a grinder jam condition occurs, the controller shall stop the grinder and reverse the grinder rotation to clear

the obstruction. If the jam is cleared, the controller shall return the grinder to normal operation. If three (3)

reverses occur within a 30 second interval, the controller shall stop the grinder motor and activate the grinder

FAIL indicator and relay.

2. When a screen drum jam condition occurs, the controller shall stop the screen drum and reverse the screen drum

rotation to clear the obstruction. If the jam is cleared, the controller shall return the screen drum to normal

operation. If two (2) reverses occur within a 30 second interval, the controller shall stop the screen drum motor

and activate the FAIL indicator and relay. The grinder and other screen drum shall continue to operate.

3. When a power failure occurs while the grinder and screen drum is operating, the grinder and screen drums will

resume operation once power is restored.

4. When a power failure occurs while the grinder or screen drum(s) is in a fail condition, once power is restored the

fail indicator shall reactivate and remain until reset.

5. Reset of the grinder and screen drums shall be accomplished from the controller only.

PART 3 EXECUTION

3.1 INSTALLATION

Grinder(s) and controller(s) shall be installed in accordance with supplier’s installation instructions, and in accordance with

all OSHA, local, state, and federal codes and regulations.

3.2 TESTING

Test of grinder(s) shall demonstrate correct alignment, smooth operation. Test period shall demonstrate simulated jam

conditions for both grinder and screen drums.

3.3 TRAINING

A field training course shall be provided for operation and supervisory staff members as needed. Field instruction shall

cover items for successful operation contained in the operation & maintenance manuals.

END OF SECTION

METAL BUILDING SYSTEMS 13125/1

SECTION 13125

METAL BUILDING SYSTEMS

PART 1 - GENERAL

1.01 SUMMARY

A. This Section includes the following:

1. Structural framing.

2. Roof & wall panels.

3. Building components.

4. Roof drainage system.

5. Accessories and trim.

B. Related Sections include the following:

1. Division 3 – Concrete: Refer to Civil “C” drawings and structural “S” drawings for concrete

specifications.

2. Section 07210 – Building Insulation

3. Section 08110 – Steel Door and Frames

4. Section 08411 – Aluminum-Framed Entrances and Store Fronts

C. System Performance Requirements:

1. Provide a complete, integrated set of metal building system manufacturer’s standard mutually

dependent components and assemblies that form a metal building system capable of withstanding

structural and other loads, thermally induced movement, and exposure to weather without failure of

infiltration of water into building interior. Include primary and secondary framing, roof and wall

panels, and accessories complying with requirements indicated.

a. Metal Building System Design: Of size, spacing, slope, and spans indicated.

b. Structural Performance: Engineer metal building systems according to procedures in

MBMA’s “Low Rise Building Systems Manual.”

c. Thermal Movements: Provide metal building roof and wall panel systems that allow for

thermal movements resulting from maximum change (range) in ambient and surface

temperatures.

d. Wind-Uplift Resistance: Provide roof panel assemblies that meet requirements of UL 580

for Class 90 wind-uplift resistance.

1.02 SUBMITTALS

A. Submit Product Data and the following:

1. Shop Drawings: Include plans, elevations, sections, details, structural analysis, anchor-bolt plans,

structural framing drawings, roof and wall panel layout drawings, and attachments to other Work.

2. Samples: For factory-applied color finishes.

3. Letter of Design Certification: Signed and sealed by a qualified professional engineer. Include the

following:

a. Name and location of Project

b. Order number

c. Name of Manufacturer

d. Name of Contractor

e. Building dimensions and roof slope

f. Indicate compliance with AISC and AISI standards

g. Governing building code and year of edition

h. Design loads and load combinations

i. Building-use category and its effect on load importance factors

1.03 QUALITY ASSURANCE

A. Erector Qualifications: An experienced erector who has experience in erecting and installing work similar

in material, design, and extent to that indicated for this Project and who is acceptable to manufacture.

B. Manufacturer Qualifications: A firm experienced in manufacturing metal building systems similar to those

indicated for this Project and with a record of successful in-service performance.

C. Welding: Qualify procedures and personnel according to AWS D1.1, “Structural Welding Code – Steel,”

and AWS D1.3, “Structural Welding Code-Sheet Steel.”

D. Structural Steel: Comply with AISC S335, “Specification for Structural Steel Buildings – Allowable Stress

Design, Plastic Design,” or AISC S342, “Load and Resistance Factor Design Specification for Structural

Steel Buildings,” for design requirements and allowable stresses.

E. Cold-Formed Steel: Comply with AISI SG-671, “Specification for the Design of Cold-Formed Steel

Structural Members,” and AISI SG-911, “Load and Resistance Facet Design Specification for Steel

Structural Members,” for design requirements and allowable stresses.

1.04 DELIVERY, STORAGE, HANDLING


A. Stack materials on platforms or pallets, covered with tarpaulins or other suitable weathertight and ventilated

covering. Store roof panels per Manufacturer’s recommendations to ensure dryness. Do not store panels in

contact with other materials that might cause staining, denting, or other surface damage.

B. Improper storage could result in product failure or restoration not covered by warranty. Contractor shall be

solely responsible for any damage to equipment or materials during storage. If Contractor fails to store as

required by manufacturer and supplier, and the warranty is voided due to such failure, equipment or materials

are automatically rejected by Owner/Engineer. Payment made to the Contractor under Stored Materials will

be deducted from next monthly payment to the Contractor. New equipment or materials shall be ordered and

paid for by the Contractor for the project and at no cost to the Owner.

1.05 COORDINATION

A. Contractor is responsible for coordination between trades.

B. The Contractor shall assume full responsibility for coordination of the entire project, including verification

that all structures, piping, coating systems and equipment components are compatible. The Contractor shall

initially operate each equipment system, and shall make all necessary adjustments so that each system is

placed in proper operating condition.

C. Coordinate size and location of concrete foundations and casting of anchor-bolt inserts into foundation walls

and footings.

D. Coordinate installation of roof curbs, equipment supports, and roof penetrations.

E. Coordinate openings for windows and doors.

1.06 WARRANTY

A. Manufacturer’s standard one year warranty.

B. 20 year roof finish warranty.

PART 2 – PRODUCTS

2.01 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, provide products by one of the following, or

approved equal:

1. Alliance Steel, Inc.

2.02 MATERIALS

A. Structural-Steel Shapes: ASTM A 36/A 36M or ASTM A 529/A 529M.

B. Steel Plate, Bar, or Strip: ASTM A 529/A 529M, ASTM A 570/A 570M, or ASTM A 572/A 572M; 50,000-

psi (345-MPa) minimum yield strength.

C. Steel Tubing or Pipe: ASTM A 500, Grade B; ASTM A 501; or ASTM A 53, Grade B.

D. Structural Steel Sheet: Hot-rolled, ASTM A 570/A 570M, Grade 50 or Grade 55; hot-rolled, ASTM 568/A

568M; or cold-rolled ASTM A 611, structural-quality, matte(dull) finish.

E. Zinc-Coated (Galvanized)Steel Sheet: ASTM A 653/A 653M, structural quality, Grade 50, with G60 (Z180)

coating designation; mill phosphatized.

F. Metallic-Coating Steel Sheet Prepainted with Coil Coating: Comply with ASTM A 755/A 755M and the

following requirements:

1. Aluminum-Zinc Alloy-Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating, Grade 40

(Class AZ150 coating, Grade 275); structural quality.

G. Non-High-Strength Bolts, Nuts and Washers: ASTM A 307, Grade A (ASTMF 568M, Property Class 4.6);

carbon-steel, hex-head bolts; carbon-steel nuts; and flat, unhardened steel washers, uncoated.

H. High-Strength Bolts, Nuts and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural

bolts, heavy hex carbon-steel nuts, and hardened carbon-steel washers, uncoated.

I. Anchor Rods, Bolts, Nuts, and Washers: As follows:

1. Unheaded Rods: ASTM A 36/A 36M

2. Unheaded Rods: ASTM A 572/A 572M, Grade 50 (Grade 345).

3. Headed Bolts: ASTM A 307, Grade A (ASTM F 568, Property Cladd 4.6); carbon steel hex head

bolts; and carbon steel nuts.

4. Headed Bolts: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural bolts and heavy

hex carbon steel nuts.

5. Headed Bolts: ASTM A 490 (ASTM A 490M), Type 1, heavy hex steel structural bolts and heavy

hex carbon steel nuts.

6. Washers: ASTM A 36/A 36M.

J. Primer: Manufacturer’s standard, lead and chromate free, nonasphaltic, rust-inhibiting primer.

K. Metallic-Coated Steel Sheet Prepainted with Coil Coating for Roof and Wall Panels: Comply with ASTM

A 755/A 755M and the following requirements:

1. Aluminum-Zinc Alloy Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating, Grade 40

(Class AZ150 coating, Grade 275); structural quality.

L. Sealant Tape: Pressure-sensitive, 100 percent solids, gray polyisobutylene compound sealant tape with

release-paper backing; ½ inch (13mm) wide and 1/8 inch (3mm) thick.


M. Joint Sealant: ASTM C 920; one part elastomeric polyurethane, polysulfide, or silicone-rubber sealant; of

type, grade, class and use classifications required to seal joints in panels and remain weathertight; and as

recommended by metal building system manufacturer.

N. Bituminous Coating: Cold applied asphalt mastic, SSPC-Paint 12, compounded for 15-mil (0.4 mm) dry

film thickness per coat.

O. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout,

complying with ASTM C 1107, of consistency suitable for application.

P. Shop Primer for Galvanized Metal Surfaces: Zinc dust, zinc-oxide primer selected by manufacturer for

compatibility with substrate, comply with FS TT-P-641.

Q. Structural Framing: Manufacturer’s standard framing, designed to withstand required loads and specified

requirements and as follows:

1. Fabrication: Shop fabricate framing components to indicated size and section with baseplates,

bearing plates, stiffeners, and other items required for erection welded into place. Cut, form, punch,

drill, and weld framing for bolted field assembly. Shop prime with specified primer after

fabrication.

a. Tolerances: Comply with MBMA’s “Low Rise Building Systems Manual”: Chapter IV,

Section 9, “Fabrication and Erection Tolerances.”

R. Primary Framing: Includes transverse and lean-to frames; rafter, rake, and canopy beams; sidewall,

intermediate, end-wall, and corner columns; and wind bracing.

1. Rigid Clear-Span Frames: I-shaped frame sections fabricated from shop-welded, built-up steel

plates or structural-steel shapes.

2. End-Wall Framing: Engineer end walls to be expandable where noted on drawings. Provide

primary frame, capable of supporting full-bay design loads.

a. End-wall columns must be removable for future expansion.

b. Exterior Column Type: Straight or uniform depth.

3. End-wall and Corner Columns: I-shaped sections fabricated from structural-stell shapes; shop-

welded, built-up steel plates; or C-shaped, cold-formed, structural-steel sheet; with minimum

thickness of 0.0747 inch (1.9 mm).

4. Secondary Framing: Fabricate from cold-formed, structural-steel sheet or roll-formed, metallic-

coated steel sheet prepainted with coil coating, unless otherwise indicated, to comply with the

following:

a. Purlins: C- or Z-shaped sections; fabricated from minimum 0.0598 inch (1.5 mm) thick

steel sheet, built-up steel plates, or structural-steel shapes; minimum 2 ½ inch (64 mm)

wide flanges.

b. Girts: C- or Z-shaped sections; fabricated from minimum 0.0598 inch (1.5 mm) thick steel

sheet, built-up steel plates, or structural-steel shapes. Form ends of Z-sections with

stiffening lips angles 45 to 50 degrees to flange and with minimum 2 ½ inch (64 mm) wide

flanges.

c. Eave Struts: Unequal-flange, C-shaped sections; fabricated from 0.598 inch (1.5 mm) thick

steel sheet, built-up steel plates, or structural-steel shapes.

d. Flange and Sag Bracing: Minimum 1 5/8” by 1 5/8” (41 mm by 41 mm) structural-steel

angles, with a minimum thickness of 0.0598 inch (1.5 mm).

e. Base or Sill Angles: Minimum 3 by 2 by 0.0747 inch (76 by 51 by 1.9 mm) zinc-coated

(galvanized) steel sheet.

1. Provide a continuous base channel around perimeter of “truck bay” portion of

building for insulation suppot.

f. Purlin and Girt Clips: Minimum of 0.0747” (1.9 mm) thick, zinc-coated (galvanized) steel

sheet.

g. Secondary End-Wall Framing: Manufacturer’s standard sections fabricated from

minimum 0.0747” (1.9 mm) thick, zinc-coated (galvanized) steel sheet.

h. Framing for Openings: Channel shapes; fabricated from minimum 0.0598” (1.5 mm) thick,

cold-formed, structural-steel sheet or structural-steel shapes. Frame head and jamb of door

openings, and head, jamb, and sill of other openings.

i. Miscellaneous Structural Members: Manufacturer’s standard sections fabricated from

cold-formed, structural-steel sheet; built-up steel plates; or zinc-coated (galvanized) steel

sheet; designed to withstand required loads.

5. Bracing: Provide adjustable wind bracing as required to meet codes.

6. Roof Panels:

a. Standing-Seam, Ribbed Roof Panels:

b. Style: PBR

c. Thickness: 26 gauge

d. Color: White


7. Roof Panel Accessories: Provide components required for a complete roof panel assembly. Match

materials and finishes of roof panels, unless otherwise indicated.

8. Wall Panels:

a. Exterior Wall Panel:

Style: Reverse Roll U Panel, 26 ga.

Color: Galvalume

b. Interior Liner Panels:

Style: Reverse U, 26 ga.

Color: White

9. Wall Panel Accessories: Provide components required for a complete wall panel assembly. Match

materials and finishes of panels.

10. Fascia Panels:

a. Standard Fascia:

1. Manufacturer’s standard prefinished metal fascia; gauge and profile as required

to prevent oil canning.

2. Color: White

3. Location: As Per Plans

11. Soffit Panels:

a. Provide flat soffits throughout.

b. Style: 12”, 24ga, L12 or equal

c. Color: White

12. Insulation Materials:

a. Refer to Section 07210 – “Building Insulation and Vapor Retarders”.

b. Coordinate Metal Building erection with special requirements of wall and roof insulation

systems.

S. Accessories: Metal Building System Manufacturer’s standard units, fabricated from zinc-coated (galvanized)

steel sheet or aluminum-zinc alloy-coated steel sheet pre-painted with coil coating, of thickness indicated; in

same finish as roof and wall panels or as indicated.

1. Fasteners: Provide fasteners with heads matching color of roof or wall sheets by means of plastic

caps or factory-applied coating.

2. Flashing and trim: 0.0179” (0.45 mm) metal thickness. Provide flashing and trim as required to

seal against weather and to provide finished appearance.

3. Head and Jamb trim: Prefinished metal trim (to match adjacent wall finish) at head and jamb of all

openings to completely conceal head and jamb framing.

4. Gutters and Downspouts: 0.0179” (0.45 mm) metal thickness, sized according to SMACNA’s

“Architectural Sheet Metal Manual.” Furnish gutter supports spaced 36” (900 mm) o.c., fabricated

from same metal as gutters.

a. Gutter color:

b. Downspout color:

5. Closures: Closed-cell, laminated polyethylene; minimum 1” (25 mm) thick, flexible closure strips;

cut or pre-molded to match roof and wall panel profile.

6. Pipe Flashing: Pre-molded, EPDM pipe collar with flexible aluminum ring bonded to base.

PART 3 – EXECUTION

A. Examination: Before erection proceeds, survey elevations and location of concrete and masonry bearing

surfaces, base plates, and anchor bolts to receive structural framing. Verify compliance with requirements

and metal building system manufacturer’s tolerances.

B. Erect metal building system according to manufacturer’s written instructions, erection drawings, and the

following:

1. Base plates and Bearing plates: Clean concrete and masonry bearing surfaces and roughen surfaces

before setting base plates and bearing plates.

a. Set base plates and bearing plates for structural members on wedges, shims, or setting nuts.

b. Tighten anchor bolts after supported members have been positioned and plumbed.

c. Pack grout solidly between bearing surfaces and plates so no voids remain.

2. Framing, general: Align and adjust framing members before permanently fastening to compensate

for discrepancies in elevations and alignment. Erect framing true to line, level, plumb, rigid, and

secure.

a. Do not field cut, drill, or alter structural members without written approval from metal

building system manufacturer’s professional engineer.

b. Maintain structural stability of frame during erection.


3. Primary Framing and End Walls: Level base plates to a true even plane with full bearing to

supporting structures, set with double-nutted anchor bolts. Use grout to obtain uniform bearing and

to maintain a level base-line elevation. Moist cure grout for not less than seven days after placement.

a. Make field connections using high-strength bolts.

b. Tighten bolts by turn-of-the-nut method.

4. Secondary Framing: Fasten secondary framing to primary framing using clips with field

connections using non-high-strength bolts. Hold rigidly to a straight line by temporary blocking.

a. Provide Supplemental framing at entire perimeter of openings, including doors, windows,

louvers, ventilators, and other penetrations of roof and walls.

b. Provide sag rods or other bracing measures as shown on metal building system

manufacturer’s drawings.

5. Bracing: Install bracing in roof and any walls where indicated on erection drawings.

6. Framing for Openings: Provide shapes of proper design and size to reinforce openings and to carry

loads and vibrations imposed, including equipment furnished under mechanical and electrical work.

Securely attach to building structural frame.

C. Roof Panel Installation: Provide roof panels of full length from eave to ridge for all roof planes of 42’0 or

less. Install panels perpendicular to purlins. Rigidly fasten eave end of roof panels and allow ridge end free

movement due to thermal expansion and contraction. Fasten roof panels to purlins at location and spacing

determined by manufacturer. Flash and seal roof panels with weather closures at eaves, rakes, and at

perimeter of all openings.

1. Standing-Seam Roof Panels: Fasten roof panels to purlins with concealed clips at each standing

seam joint. Install clips over top of insulation. Crimp standing seams with manufacturer-approved

motorized seamer tool.

D. Wall Panel Installation: Provide panels full height of building. Install panels perpendicular to girts. Flash

and seal wall panels with weather closures under eaves and rakes, along lower panel edges, and at perimeter

of all openings. Install wall panels on exterior side of girts. Attach panels to supports with fasteners as

recommended by manufacturer.

E. Fascia and Soffit Panel Installation: Provide panels full width of fascia and soffits. Install panels

perpendicular to support framing.

1. Fascia Panels: Align bottom of panels. Flash and seal panels with weather closures where fascia

meets soffits, along lower panel edges, and at perimeter of all openings.

2. Soffit Panels: Flash and seal panels with weather closures where soffit meets walls and at perimeter

of all openings.

F. Frame Coordination: Coordinate door and window framing installation with wall flashings and other

components. Provide and install prefinished metal trim at jamb, head, sill of all doors and window openings.

G. Accessory Installation: Install gutters, downspouts, and other accessories according to manufacturer’s

written instructions and SMACNA’s “Architectural Sheet Metal Manual,” with positive anchorage to

building and weathertight mounting. Coordinate installation with flashings and other components. Provide

for thermal expansion of metal units; conceal fasteners where possible, and set units true to line and level as

indicated.

1. Provide elbow at base of downspout to direct water away from building.

H. Structural Steel Erection tolerances: Comply with erection tolerances limits of AISC S303, “Code of

Standard Practice for Steel Buildings and Bridges.”

I. Damage Panels: Replace panels that have been damaged or have deteriorated beyond successful repair by

finish touchup or similar minor repair procedures.

J. Touchup Painting: Immediately after erection, clean, prepare, and prime or reprime welds, bolted

connections, and abraded surfaces of prime-painted primary and secondary framing, accessories, and bearing

plates. Repair damaged galvanized coatings on exposed surfaces with galvanized repair paint.

END OF SECTION

Documents

ADDENDUM NO. 1 TO THE PLANS AND ......2014/01/10 · ADDENDUM NO. 1 TO THE PLANS AND SPECIFICATIONS OWRB LOAN Project No. FAP-19-0003L Moore Southeast Lift Station Improvements Date