W-2114C1 Addendum 1.pdf

PROPOSAL

Addendum Proposal – Page 1

TO: The Honorable Mayor and Board of Commissioners The City of Enid, Garfield County, Oklahoma

Gentlemen:

Pursuant to the notice inviting proposals, the undersigned bidder herewith submits his proposal.

He declares he has carefully examined the Plans, Specifications and forms of Contract and bonds as set forth in the proceedings for:

Ames Raw Water Transmission Main Rehabilitation

Creek Crossing (Turkey and Spring) W-2114C1 and that he has reached a full understanding of everything required on said Plans and Specifications, and that he has informed himself as to the kind and quantities of various materials to be furnished and/or the nature and location of the work to be done, and all other matters affecting the work.

The undersigned bidder proposes and agrees that if his proposal is accepted, to enter into contract with THE CITY OF ENID, on forms prescribed, with approved sureties, within seven (7) days, after notice of award to execute the Contract, and to furnish to the City a satisfactory Performance and Statutory Bond in the sum of 100% of the contract price, guaranteeing the faithful performance of the work and payment of bills.

To do any extra work not covered by the following schedule of prices or stipulated lump sum price which may be ordered by the Engineer and to accept as full compensation therefor such prices as may be agreed upon in writing by the Engineer and the Contractor in accordance with Section 108.04 of the General Provisions.

It is further agreed that the Contractor shall begin the work on the date as provided in these Specifications and to prosecute said work in such a manner as to complete all work contracted for within the number of calendar days submitted in the bid.

The Contractor shall take out and maintain public liability and OCP insurance in accordance with Section

106.25 of the General Provisions of the Specifications. A copy of said Specifications is now on file in the Office of the City Clerk of the City of Enid.

Upon completion of the Contract, the Contractor shall furnish to the City a satisfactory Maintenance Bond in the amount of 100% of the final contract price, guaranteeing the maintenance of the work for a period of THREE (3) years after acceptance by the City.

Accompanying this proposal is a proposal guaranty for 5% of the total bid, payable to the CITY OF ENID, OKLAHOMA, which is to be forfeited, as liquidated damages, if, in the event that this proposal is accepted, the undersigned shall fail to execute the contract and furnish satisfactory contract bond under the conditions and within the time specified in this proposal. Otherwise said proposal guaranty is to be returned to the undersigned.

Project Name: Ames Raw Water Transmission Main Rehabilitation – Creek Crossing (Turkey and Spring) Project No.: W-2114C1

Addendum Proposal – Page 2

WATERLINE BASE BID QUANTITIES

Line No. Bid Item Description Quantity Unit Unit Price Extended Price

1 Mobilization 1 LS

2 Bonds & Insurance 1 LS

3 Construction Staking / As-Built 1 LS

24" Ductile Iron Pipe, CL50, Restrained Joint, Material (By Open Trench) 2247 LF

24" Ductile Iron Pipe, CL50, Restrained Joint, Installation by Trench & Fill, Complete in Place 2247 LF

24" Ductile Iron Pipe, CL50, Restrained Joint, Material (By Boring) – Imo Rd 100 LF

24" Ductile Iron Pipe, CL50, Restrained Joint, Installation by Boring, Complete in Place – Imo Rd 100 LF

8 Ductile Iron Fittings 10 EA

9 24" Valve and Apparatus, Materials 4 EA

24" Valve and Apparatus, Installation and Complete in Place 4 EA

11 Trench and Backfill 2347 LF

12 Restoration 1 LS

13 Manholes 4 EA

14 Pressure Testing, Complete in Place 1 LS

15 3” Crusher Run* 54 TON

Base Bid Total

Contract Time (Calendar Days)

Total Base Bid in Words:

Addendum Proposal – Page 3

WATERLINE (OPTION A - DUCTILE IRON)

A-1 24" Ductile Iron Pipe, CL50, Restrained Joint, Material (By Boring) 2220 LF

A-2

24" Ductile Iron Pipe, CL50, Restrained Joint, Installation by Boring, Complete in Place

LF

WATERLINE (OPTION B - HDPE)

B-1 30" C906 HDPE Pipe, DIPS, DR-9, Material (By Boring) 2220 LF

B-2 30" C906 HDPE Pipe, DIPS, DR-9, Installation by Boring, Complete in Place 2220 LF

B-3 HDPE to DIP Transition Coupling 4 EA

WATERLINE (OPTION C – Fusible PVC)

C-1 30" Fusible PVC, DR-14, Material (By Boring) 2220 LF

C-2 30" Fusible PVC, DR-14, Installation by Boring, Complete in Place 2220 LF

C-3 Fusible PVC to DIP Transition Coupling 4 EA

Addendum Proposal – Page 4

A Bidder's Bond, Certified or Cashier's Check is enclosed in the amount of $______________, as required.

STATE OF )

) SS:

COUNTY OF )

___________________________________; of lawful age, being first duly sworn, upon his oath, deposes and says, that he executed the accompanying bid on behalf of the bidder named therein for the construction of the above improvement in THE CITY OF ENID, OKLAHOMA, that he had lawful authority so to do and that the bidder has not been a party to any collusion among bidders in restraint of freedom of competition by agreement to bid at a fixed price or to refrain from bidding; or with any State or City official or employee as to quantity, quality, or price in the prospective contract, or any other terms of said prospective contract; or in any discussions between bidders and any State or City officials concerning exchange of money or other thing of value for special consideration in the letting of a contract; said bidder has neither directly nor indirectly entered into any agreement, express or implied, with any bidder or bidders, having for its object the controlling of the price or amount of such bid or bids, the limiting of the bids or bidders, the parceling or farming out to any bidder or bidders, or other persons of any part of the contract or any part of the profits thereof and that he has not and will not divulge the sealed bid on such public improvement to any person whatsoever, except those having a partnership or other financial interest with him in said bid or bids, until after the sealed bid or bids are opened.

If partnership, give name and address of each partner

By:

Address:

Incorporated under the laws of the State of:

Subscribed and sworn to before me this _____ day of _______________________, 20____.

Notary Public

(SEAL)

My Commission Expires:

PAY QUANTITY NOTES:

1. Payment for pipe shall be per linear foot as bid for each method and size installed, and shall include trenching or boring, bedding, pipe, restraint devices, thrust blocking, tracer wire, warning tape, backfill, clean-up, flushing, connections to existing main, abandonment of existing lines, plugging existing mains, hard material excavation, and incidentals required for complete installation. Measurement of pipe shall be per plan quantity with no deductions for valves or fittings. If contractor chooses to bore paved areas for ease of installation, payment shall be made based on plan quantities.

2. Payment for "gate valve w/ box" shall be at unit price for each size installed in pipe line, and includes installation of valve, box, blocking, fittings, adapters, excavation and backfill. Altitude valves, creek crossings, check meters, etc. Shall be included in unit price for those items. Where feasible, set valves tight against fitting and restrain with swivel adapters or foster adapter.

3. Payment for fire hydrants shall be at unit price per hydrant installed and shall include excavation and backfill, hydrant assembly, gate valve and box, connection to water line, crushed rock blocking, restraint devices, testing and disinfection, and incidentals required for complete installation. No additional payment will be made for fire hydrant barrel extensions.

4. Payment for weight of fittings shall be based on the provided fitting schedule. All compact ductile iron fittings shall be MJ restrained joint type fittings conforming to ANSI/AWWA c-153/a21.53. The contractor's bid price for fittings shall include costs of all bolts, glands, gaskets, concrete anchors for thrust restraint, tension rods, metal harnessing, clamps, lugs, or other anchoring devices. No additional weight will be added to include the noted appurtenances. See provided fittings schedule for additional details.

5. All work not classified as a "pay item" shall be considered incidental construction, the cost of which shall be included in the cost of other bid items.

6. The cost of removal of any existing pipe, valves, etc. Shall be included in the bid price for other items unless a unit price is provided in the proposal.

7. Payment for S.Y. of asphalt and concrete repair shall be made based upon the quantity measured in place.

8. All testing shall be the responsibility of the contractor. Contractor shall provide all materials and equipment necessary to conduct the tests, and shall pay all laboratory fees.

Abbreviations L.S. Long Service S.S. Short Service R.O.W. Right of Way S.S.W.L. Sanitary Sewer Water Line STA. Station W.L. Water Line O.N.G Oklahoma Natural Gas MIN. Minimum P.C.C. Portland Cement Concrete S.F. Square Feet F.O AT&T Fiber Optic F.H. Fire Hydrant

Abbreviations S.L. Sewer Line TYP. Typical

AutoCAD SHX Text 401 West Owen K. Garriott Road

AutoCAD SHX Text P.O. Box 1768

AutoCAD SHX Text Enid, Oklahoma 73702

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REVISIONS

AutoCAD SHX Text Number

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AutoCAD SHX Text The City Of Enid

AutoCAD SHX Text Tele: (580) 234-0400 Fax: (580) 234-8946

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AutoCAD SHX Text Project Number:

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AutoCAD SHX Text Project Title:

AutoCAD SHX Text Murali Katta, P.E., Director of Engineering

AutoCAD SHX Text Tam Nguyen, Project Engineer

AutoCAD SHX Text Jason Unruh, P.E., City Engineer

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QUANTITY

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WHEAT CAPITAL ROAD

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ENID, OKLAHOMA

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REV 1

AutoCAD SHX Text 05/24/2024

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UPDATED BID QUANTITIES

AutoCAD SHX Text W-2114C1

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MAY 2024

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AMES RAW WATER

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TRANSMISSION MAIN

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REHABILITATION

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(TURKEY AND SPRING)

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CREEK CROSSING

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Northing 492948.48

Easting 1974645.34

Alignment Fox- (1) PROFILE

16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50

EX. GROUND

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STAGING AREA

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BORE END

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BORE BEGIN

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BORE 100 L.F. 24" DIP UNDER IMO RD.

AutoCAD SHX Text 401 West Owen K. Garriott Road

AutoCAD SHX Text P.O. Box 1768

AutoCAD SHX Text Enid, Oklahoma 73702

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text Description

AutoCAD SHX Text The City Of Enid

AutoCAD SHX Text Tele: (580) 234-0400 Fax: (580) 234-8946

AutoCAD SHX Text %%uContacts:

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REVISIONS

AutoCAD SHX Text Number

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FOX & IMO ROAD

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ENID, OKLAHOMA

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TN

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AutoCAD SHX Text W-108

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AutoCAD SHX Text Tam Nguyen, Project Engineer

AutoCAD SHX Text Jason Unruh, P.E., City Engineer

AutoCAD SHX Text Murali Katta, P.E., Director of Engineering

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(TURKEY AND SPRING)

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REV 1

AutoCAD SHX Text 5/24/2024

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BORE 100 L.F. 24" DIP UNDER IMO RD.

*NOTE:COMBINATION AIR VALVE & GATE VALVE TYPICAL

401 West Owen K. Garriott Road

AutoCAD SHX Text P.O. Box 1768

AutoCAD SHX Text Enid, Oklahoma 73702

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text Number

AutoCAD SHX Text Date

AutoCAD SHX Text Description

AutoCAD SHX Text The City Of Enid

AutoCAD SHX Text Tele: (580) 234-0400 Fax: (580) 234-8946

AutoCAD SHX Text %%uContacts:

AutoCAD SHX Text Project Number:

AutoCAD SHX Text Project Location:

AutoCAD SHX Text Project Title:

AutoCAD SHX Text Murali Katta, P.E., Director of Engineering

AutoCAD SHX Text Tam Nguyen, Project Engineer

AutoCAD SHX Text Jason Unruh, P.E., City Engineer

AutoCAD SHX Text of

AutoCAD SHX Text Date:

AutoCAD SHX Text Drawn By:

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TN

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CONCRETE MANHOLE

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ENID, OKLAHOMA

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COMBINATION

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WHEAT CAPITAL ROAD

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AIR VALVE

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& GATE VALVE

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DETAIL

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REV 1

AutoCAD SHX Text 5/24/2024

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COMBINATION AIR AND GATE VALVE TYPICAL STANDARD

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AutoCAD SHX Text W-2114C1

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MAY 2024

AutoCAD SHX Text

AMES RAW WATER

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TRANSMISSION MAIN

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REHABILITATION

AutoCAD SHX Text

(TURKEY AND SPRING)

CREEK CROSSING

REPORT OF GEOTECHNICAL INVESTIGATION

W2114 AMES RAW WATER COLLECTION LINE REPLACEMENT

SOUTHWEST OF ENID, OKLAHOMA

PROJECT NO. 22110

INTRODUCTION

GENERAL

PROPOSED CONSTRUCTION

SCOPE OF WORK

FIELD AND LABORATORY INVESTIGATIONS

FIELD EXPLORATION

LABORATORY TESTING

SITE DESCRIPTION

SURFACE CONDITIONS

SITE GEOLOGY

SUBSURFACE CONDITIONS

GROUNDWATER CONDITIONS

CLOSURE

APPENDICES

APPENDIX A – Field Investigation APPENDIX B – Laboratory Results APPENDIX C – General Notes

REPORT OF GEOTECHNICAL INVESTIGATION

W2114 AMES RAW WATER COLLECTION LINE REPLACEMENT

ENID, OKLAHOMA

PROJECT NO. 22110

INTRODUCTION

General

This report presents the results of the geotechnical investigation performed for the proposed Turkey Creek Horizontal Directional Drilling (HDD) Crossing located on the north side of Wheat Capitol Road, west of Boomer Road southwest of Enid, Oklahoma.

The purpose of this investigation is to evaluate the subsurface conditions at the proposed HDD site for the W2114 Ames Raw Water Collection Line Replacement.

Proposed Construction

The project will include a waterline crossing under a creek. The diameter and depth of the proposed waterline was not provided

Scope of Work

The scope of this investigation includes the following:

1. Review of previous geotechnical and geological information of this site and sites near this site. This was augmented with data obtained during the field investigation phase of the project.

2. Investigation of the subsurface soils to provide information for the anticipated HDD location by drilling and sampling 2 boreholes at the HDD crossing site

3. A laboratory testing program consisting of moisture content, Atterberg limits and sieve analysis testing on the soils encountered

W2114 Ames Water Collection Line Replacement Southwest of Enid, Oklahoma Project No. 22110 December 1, 2022

FIELD AND LABORATORY INVESTIGATIONS

Field Exploration

Subsurface exploration for the project was performed on November 3rd, 2022. The borings were located in the field by representatives of Red Rock Consulting using a handheld GPS. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them.

At the request of the client, the subsurface exploration program consisted of drilling 2 borings at the HDD crossing. The borings were advanced to depth of 50 feet under the full-time supervision of an engineer. The approximate boring locations can be found on the Boring Location Diagram in Appendix A.

The borings were advanced using an all-terrain vehicle (ATV) mounted CME 750 drill rig equipped with an automatic hammer. Draft boring logs of the subsurface conditions encountered were developed in the field. Representative samples were obtained using split-barrel sampling procedures (Standard Penetration Test, SPT) in general accordance with ASTM D-1586.

The SPT test uses a standard, 2-inch O.D. (outside diameter), split-barrel sampling spoon that is driven into the bottom of the boring with a 140 pound automatic drive hammer falling 30 inches. The blows per foot, N, is the number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval.

The N value is used to estimate the in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock.

Samples were collected and transported back to the lab for further classification and testing. The final boring logs were developed from the draft log and observations and test results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. The Boring Logs, presenting conditions encountered at the locations explored, are included in Appendix A.

Project No. 22110 December 1, 2022

Laboratory Testing

Representative soil samples were tested to refine the field classifications and evaluate physical properties of the soils which may affect the geotechnical aspects of project design and construction.

The laboratory testing program included the following:

Moisture content (ASTM D2216)

Liquid and plastic limits (ASTM D4318)

Full sieve (ASTM D6913/D7928)

The results of the physical laboratory tests conducted are shown on the Boring Logs in Appendix A and on the Laboratory Results in Appendix B.

The above laboratory tests were performed in general accordance with applicable ASTM procedures, or generally accepted practice. It should be noted that reference to ASTM procedures does not imply that all cross-referenced procedures in ASTM standards have been used, or that all ASTM procedures used have been followed exactly. Only those ASTM procedures and/or portions of procedures, which, in the professional judgment of the geotechnical engineer of record for this report, are applicable, appropriate, and necessary for this project, have been used or followed.

SITE DESCRIPTION

Surface Conditions

At the time of the field investigation the borings were located southwest of Enid, Oklahoma. Both borings were located north of Wheat Capitol Road and west of Boomer Road. The area surrounding the site was covered in grass and scattered scrub trees.

Tall trees and rocks lined the creek side. A steep ditch parallels the north side of Wheat Capitol Road and extends 200 feet on each side of Turkey Creek.

Boring B-1 was located approximately 100 feet west of Turkey Creek, in an agricultural field used to keep cattle. B-2 was located approximately 150 feet east of Turkey Creek and 60 feet south of B-1. Boring B-2 was relocated to the north edge of Wheat Capital Road due to thick scrub trees in the pasture east of Turkey Creek.

The site was dry at the time of drilling and the ATV-mounted drill rig did not experience any difficulty maneuvering around the site.

The surface elevations were determined using differential leveling procedures. A painted “X” on the southwest corner of the bridge deck was used as a benchmark. The benchmark was estimated from the plans provided by the City of Enid and had an approximate elevation of 1181 feet. Based on this benchmark, the elevation of the borings ranged from approximately 1176 to 1185 feet. The approximate elevation at each boring location is shown on the Boring Layout Diagram and on the Boring Logs in Appendix A.

Site Geology

The geology of the project site was researched using the “Division Four Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) and the Geologic Map of the “Hydrologic Atlas 8 of Oklahoma,” Reconnaissance of the Water Resources of the Woodward quadrangle, northwestern Oklahoma,” by Roy B. Morton, U.S. Geological Survey, 1980.

ODOT PUBLICATION

Division Four of the “Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) indicates the project site, beneath terrace deposits, consists of Alluvium (Qal) underlain by the Cedar Hills Unit (Pch).

Terrace deposits consist of sand, silt, clay, gravel and/or mixtures of these.

Terrace Materials occur adjacent to or near streams at higher elevations than the flood plain.

Alluvium is a fine material such as sand, mud, or other sediments deposited on land by streams. Stratification is a common characteristic.

The Cedar Hills unit consists of predominantly reddish brown silty, blocky shale and some massive, orange, silty sandstone and siltstone beds. A massive, orange, fine-grained sandstone about three feet thick which weathers to a dark red and forms vertical cliffs along creeks marks the base of the unit. The top of the unit is a greenish gray siltstone bed approximately sixteen inches thick which serves as a good marker bed.

The unit has a maximum thickness of an estimated 190 to 200 feet in Kingfisher County.

It thins northward to approximately 180 feet in western Garfield County. Southward, across Canadian County, it thins tremendously to just a few feet near Bethany where it loses its identity beneath the thick terrace deposits of the North Canadian River.

The Cedar Hills unit outcrops in Canadian, Garfield and Kingfisher Counties of Division Four.

Topographically, the unit forms gently rolling hills. The base of the unit generally forms a gently rolling hill with a fair amount of relief which overlooks the underlying Hennessey unit. The slightly more rugged topography of the unit helps distinguish it from the underlying Hennessey and overlying Flowerpot units which are typically more flat lying.

USGS MAP

The USGS map indicates the project site is underlain by Alluvium (Qal) and the Bison Formation

Alluvium consists of stream-laid deposits of gravel, sand, silt, clay. Generally light tan to grey. Thickness along major streams ranges from 40 feet to 100 feet. Along minor streams, thickness ranges from 20 to 45 feet.

The Bison Formation consists of orange-brown to greenish-gray fine-grained sandstone. Thickness ranges up to 120 feet.

Project No. 22110 December 1, 2022

Subsurface Conditions

Information collected during this investigation indicates that the overburden materials predominately consisted of silt, sand, and lean clay with various amounts of silt and sand that extended from the surface to the top of bedrock.

The depth to bedrock ranged between 25.5 to 35 feet in the borings. The bedrock encountered in the borings consisted of soft shale. The approximate depths to bedrock and conditions are summarized in Table 1.

Table 1 – Depth to Bedrock and Conditions

Boring Depth to Bedrock

(feet)

Elevation (ft)

Type of Bedrock Hardness

B-1 35.0 1150.0 Silty Shale soft to hard

B-2 25.5 35.0

1150.5 1141.0

Siltstone Silty Shale soft to moderately hard soft to hard

Subsurface conditions are described in greater detail on the Boring Logs, which are included in Appendix A.

Groundwater Conditions

Groundwater conditions were monitored in the borings immediately following drilling operations. Groundwater was encountered as summarized in Table 2. Groundwater was not present in Boring B-2. It should be noted that the groundwater levels measured may not be precise due to the introduction of water for wet rotary drilling in Boring B-1. Boring B-1 caved in at depth of 30ft after drilling. Cave in depth can be indicative of actual groundwater levels.

Table 2 – Groundwater Levels

Boring

During Drilling After Drilling

Depth (ft)

Elevation (ft)

Hours After

Depth (ft)

Elevation (ft)

B-1 n/a n/a 0 20 1165 B-2 n/a n/a 0 none n/a

To obtain more accurate groundwater level information, long-term observations in a well or piezometer that is sealed from the influence of surface water would be needed.

Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered drainage paths, and other factors not evident at the time borings were advanced. Consequently, the contractor should be aware of this possibility while constructing this project.

CLOSURE

The information presented in this report are based on the scope defined in the proposal and site conditions as they existed at the time of the field exploration. It is further assumed that the conditions encountered in the exploratory borings are representative subsurface conditions within the study area. If conditions differ from those described in this report are encountered, Red Rock Consulting should be advised.

This report was prepared for the exclusive use of the City of Enid and their agents and consultants. It should be made available to prospective contractors for information factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein.

APPENDIX A

BORING LOCATION DIAGRAM

W2114 AMES RAW WATER COLLECTION LINE

REPLACEMENT

SOUTHWEST OF ENID, OKLAHOMA

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B-1

B-2

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Latitude

Longitude

Elevation

B-1

36.33305800 -98.00361700 1185

B-2

36.33288600 -98.00254400 1176

T U

R K

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R E

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WHEAT CAPITOL ROAD

BM

Elevations estimated from plans provided by the City of Enid.

BM: Painted "X" on southwest bridge deck

Approximate elevation = 1181 feet

50/6"

50/5"

50/3"

50/4.5"

72.2

67.7

50.7

36.3

87.0

NP

NP

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

1185'

1180'

1174.5'

1165'

1155'

1150'

SILT with SAND, brown, loose

SANDY LEAN CLAY, reddish brown, very stiff

SANDY SILT, red, loose

SILTY SAND, reddish brown, loose to medium dense

SANDY SILT, red with grey seams, medium dense

SILTY SHALE, reddish brown, soft to hard

Boring Termination Depth = 50 feet Boring Completed and Grouted on 11/3/2022

LOGGED BY DLW

DRILLING METHOD 6" HSA to 35', wet rotary - CME 750 ATV

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma

COMPLETED 11/3/22

CHECKED BY JWB

GROUND WATER LEVELS:

STATION OFFSETGROUND ELEVATION 1185 ftDATE STARTED 11/3/22

NOTES Boring Coordinates: 36.33305800, -98.00361700

DURING DRILLING n/a

0 hrs AFTER DRILLING 20 ft / Elev 1165 ft

Cave In Depth 30 ft / Elev 1155 ft

ATTERBERG

LIMITS

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BORING NUMBER B-1

PROJECT NAME W2114 Ames Raw Water Collection Line Replacement

PROJECT LOCATION Southwest of Enid, Oklahoma

CLIENT City of Enid

PROJECT NUMBER 22110

PO Box 30591 Edmond, OK 73003 405-562-3328

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MATERIAL DESCRIPTION

50/6"

50/4.5"

50/2"

50/5"

50/6"

50/5"

57.6

57.4

5.1

92.1

81.5

NP

NP

NP

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

1176'

1170'

1165'

1160'

1150.5'

1141'

SILTY CLAY, reddish brown, stiff

SANDY, SILTY CLAY, brown, very stiff

SANDY SILT, reddish brown, loose

POORLY GRADED SAND with SILT, pale red with grey seams, loose

SILTSTONE, red with grey seams, soft to moderately hard

SILTY SHALE, reddish brown, soft to hard

Boring Termination Depth = 50 feet Boring Completed and Grouted on 11/3/2022

LOGGED BY DLW

DRILLING METHOD 6" HSA to 50' - CME 750 ATV

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma

COMPLETED 11/3/22

CHECKED BY JWB

GROUND WATER LEVELS:

STATION OFFSETGROUND ELEVATION 1176 ftDATE STARTED 11/3/22

NOTES Boring Coordinates: 36.33288600, -98.00254400

DURING DRILLING n/a

0 hrs AFTER DRILLING none

ATTERBERG

LIMITS

B

LO

W C

O U

N T

S

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

LI

M

IT

P A

S S

IN

G

S

IE

V

E

LI

Q

U

ID

LI

M

IT

P

LA

S T

IC

IT

Y

IN

D E

X

E

LE

V A

T

IO

N ft)

BORING NUMBER B-2

PROJECT NAME W2114 Ames Raw Water Collection Line Replacement

PROJECT LOCATION Southwest of Enid, Oklahoma

CLIENT City of Enid

PROJECT NUMBER 22110

PO Box 30591 Edmond, OK 73003 405-562-3328

R

E D

R O

C K

L O

G

L O

G S

.G P

J R

E D

R O

C K

.G D

T

2/ 1/

S A

M P

LE

T

Y P

E

D E

P T

H ft)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

APPENDIX B

B-1 0.0 7.7 27 22 5 100 100 100 100 100 97 72.2

B-1 5.0 8.7 27 17 10 100 100 100 100 99 93 67.7

B-1 10.0 12.8

B-1 15.0 13.0 NP NP NP 100 100 100 100 98 84 50.7

B-1 20.0 11.2

B-1 25.0 18.2 NP NP NP 100 100 100 99 95 68 36.3

B-1 30.0 17.5

B-1 35.0 23.8 23 20 3 100 100 100 100 98 94 87.0

B-1 45.0 20.0

B-1 50.0 21.2

B-2 0.0 11.4

B-2 5.0 10.4 23 16 7 100 100 100 100 100 96 57.6

B-2 10.0 11.3 NP NP NP 100 100 100 100 99 93 57.4

B-2 15.0 2.1 NP NP NP 100 100 100 95 91 43 5.1

B-2 20.0 16.2

B-2 25.0 20.6 NP NP NP 100 100 100 99 98 96 92.1

B-2 30.0 19.7

B-2 35.0 12.6

B-2 40.0 13.6 26 21 5 100 100 100 98 95 90 81.5

B-2 45.0 12.2

B-2 50.0 23.6

-10 Sieve

Liquid Limit% Moist. -3"

Sieve Depth

(ft)Borehole -200 Sieve

Plasticity Index

Plastic Limit

- 3/4" Sieve

-1/2" Sieve

-4 Sieve

-40 Sieve

SUMMARY OF LABORATORY RESULTS

PROJECT NAME W2114 Ames Raw Water Collection Line Replacement

PROJECT LOCATION Southwest of Enid, Oklahoma

CLIENT City of Enid

PROJECT NUMBER 22110

PO Box 30591 Edmond, OK 73003 405-562-3328

LA

B

S U

M M

A R

Y

L

O G

S .G

P J

R E

D R

O C

K .G

D T

2/

/2

APPENDIX C

GENERAL NOTES

SOIL PROPERTY ABBREVIATIONS

N Uncorrected SPT Penetration, blows per foot

N60 Corrected SPT Penetration, blows per foot

Qu Unconfined Compressive Strength, psf

Mc Moisture Content, %

LL Liquid Limit, %

PL Plastic Limit, %

PI Plasticity Index, %

DRILLING & SAMPLING ABBREVIATIONS

BS Bag Sample

SPT Split Spoon Sample

ST Shelby Tube Sample

AU Auger Sample

TC Texas Cone Penetrometer

DCP Dynamic Cone Penetrometer

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

-- used to classify all soils unless otherwise noted -- Major Divisions Group

Typical Names Symbol

Course-Grained Soils Gravels

Clean Gravels

GW Well-graded gravels and gravel-sand mixtures, little or no fines

>50% retained on #200 sieve

50% + of course fraction retained on

#4 sieve

GP Poorly graded gravels and gravel-sand mixtures, little or no fines

Gravels GM Silty gravels, gravel-sand-silt mixtures with Fines GC Clayey gravels, gravel-sand-clay mixtures

Sands

Clean Sands

SW Well-graded sands and gravelly sands, little or no fines

50% + of course fraction passes #4 sieve

SP Poorly graded sands and gravelly sands, little or no fines

Sands SM Silty sands, sand-silt mixtures with Fines SC Clayey sands, sand-clay mixtures

Fine-Grained Soils Silts and Clays ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands

<50% passes #200 sieve Liquid Limit ≤ 50% CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays

OL Organic silts and organic silty clays of low plasticity

Silts and Clays MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts

Liquid Limit > 50% CH Inorganic clays or high plasticity, fat clays

OH Organic clays of medium to high plasticity

Highly Organic Soils PT Peat, muck, and other highly organic soils

Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, O = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL < 50%, H = Clay, LL > 50%

PLASTICITY OF COHESIVE SOIL

Degree of Plasticity

Plasticity Index

Swell Potential

None 0 to 4 Very Low

Slight 5 to 9 Low

Medium 10 to 19 Low to Medium

High 20 to 39 Medium to High

Very High 40+ Very High

MOISTURE OF COHESIVE SOIL

Description Condition Moisture Content

Dry, Dusty Dry 0 to 10%

Damp Moist 10 to 30%

Free Water Wet 30 to 70%

CONSISTENCY - COHESIVE SOILS

Consistency SPT

Very Soft <2

Soft 2 to 4

Medium Stiff 5 to 8

Stiff 9 to 14

Very Stiff 15 to 30

Hard 31+

DENSITY – COHESIONLESS SOILS

Relative Density SPT

Very Loose <4

Loose 4 to 10

Medium Dense 11 to 30

Dense 31 to 50

Very Dense 51+

ROCK HARDNESS

SPT

(in/50)

TCP

(in/100)

Rock Description

6+ 6+ Very Soft / Very Poorly Cemented

5 - 6 3 - 6 Soft / Poorly Cemented

4 - 5 2 - 3 Moderately Hard / Cemented

3 - 4 1 - 2 Hard / Well Cemented

<3 <1 Very Hard / Very Well Cemented

ROCK CORE QUALITY

Core Quality RQD

Excellent Quality 90 – 100%

Good Quality 75 – 90%

Fair Quality 50 – 75%

Poor Quality 25 – 50%

Very Poor Quality <25%