Solicitation Amendment 0001.pdf

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended. is not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of theoffer submitted;

or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER.

If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print) 16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

16C. DATE SIGNED

Previous edition unusable STANDARD FORM 30 (REV. 11/2016) Prescribed by GSA FAR (48 CFR) 53.243

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

1. CONTRACT ID CODE PAGE OF PAGES

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

6. ISSUED BY CODE 7. ADMINISTERED BY (If other than Item 6) CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X) 9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBE

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

J 1 9

0001 23 OCT 2026

W912DQ

W071 ENDIST KANSAS CITY

CONTRACTING DIV CORPS OF ENGINEERS, 601 E 12TH ST

KANSAS CITY, MO 64106-2896

UNITED STATES

NATHANIEL LEYBA, EMAIL: NATHANIEL.J.LEYBA@USACE.ARMY.MIL TELEPHONE:

(816)389-2281

SCD: PAS:

W912DQ26QA080

28 SEP 2026

SEE SECTION G - CONTRACT ADMINISTRATION DATA

The solicitation is amended to provide revisions to the Purchase Description, CLIN Structure, provide a Projnet Plan Room key to access the Bathymetry survey information and extend the quote due date.

LAURA HEDRICK

23 OCT 2026

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

Solicitation/Contract Form

The following changes have been made:

Miscellaneous text in this section has been modified from:

Points of Contact

Contracting Officer:

Laura Hedrick, Laura.L.Hedrick@usace.army.mil, 816-389-3850

Contract Specialist:

Nathaniel Leyba, Nathaniel.J.Leyba@usace.army.mil, 816-389-2281

SYNOPSIS / SOLICITATION

This is a combined synopsis/solicitation for commercial products or commercial services prepared in accordance with part 12. This announcement constitutes the solicitation only. Quotes are being requested and a separate written solicitation will not be issued.

Solicitation number W912DQ26QA080 is issued as a Request for Quote (RFQ).

This acquisition is not set-aside for small business concerns and is competed as full and open competition, Unrestricted.

This solicitation incorporates provisions and clauses by reference. The full text of provisions and clauses may be accessed electronically at www.acquisition.govat .

There are two base Contract Line Items (CLINS) and one Option CLIN. CLINs are described in section B of this solicitation.

This project is for the supply and installation of a debris boom at Harry S. Truman Lake near Warsaw, Missouri.

The purpose of the debris boom is to prevent floating debris from impacting the dam's tainter gates, which is crucial for maintaining the full operational capacity of the spillway. The boom will also serve as a visual barrier to boaters. The Contractor shall provide all labor, materials, equipment, engineering, fabrication, delivery, and optional installation necessary to furnish a complete debris boom system at Harry S. Truman Dam. The approximately 2,000-foot boom shall be designed to intercept floating debris upstream of the spillway and withstand site-specific hydraulic, wind, wave, debris, and impact loading conditions. The debris boom shall be designed for an 800-foot-long by 3-foot-thick debris field, use a minimum safety factor of 2.0 for design loads, withstand a direct head-on impact from an 18-inch-diameter, 100-foot-long log traveling at the maximum design water velocity, and withstand design conditions including 50 mph wind speed and 5-foot wave height.

Delivery: CLIN one is 180 days after award. CLIN two is 300 after award. CLIN three can be exercised at any time within 270 calendar days from the date of contract award and will extend the period of performance 60 calendar days.

Place of Contract Performance: Warsaw Missouri

The solicitation document and incorporated provisions and clauses are those in effect as of the RFO effective date of July 1, 2026. The provisions and clauses are located in sections E,I,K,L,M of this solicitation.

The associated North American Industry Classification System (NAICS) code is 332312 - Fabricated Structural Metal Manufacturing and the small business size standard is 500 employees.

The Product Service Code is 2090 for Miscellaneous Ship and Marine Equipment.

CONTRACTORS INTERESTED IN RESPONDING TO THIS RFQ MUST SUBMIT THEIR QUOTE

ON THE ATTACHED SYNOPSIS/SOLICITATION. Award will be made to the contractor providing the best value. Any questions regarding this synopsis/solicitation must be submitted by e-mail to Nathaniel.J.Leyba@usace.army.mil and Laura.L.Hedrick@USACE.army.mil. The Government reserves the right to cancel this combined synopsis/solicitation at any time.

If you have questions about Government procurements in general or need assistance in the preparation of your quote, a local APEX Accelerator may be able to help. The APEX Accelerator (Procurement Technical Assistance Program) was authorized by Congress in 1985 in an effort to expand the number of businesses capable of participating in the Government marketplace. To locate a APEX Accelerator near you, go to http://www.aptac-us.org/contractingassistance/.THIS A FREE SERVICE BY A NON PROFIT PAID FOR BY THE US GOVERNMENT. If you were not previously registered, please go to https://www.sam.gov/SAM/. Instructions for new registrations are also located at the following link https://www.sam.gov/SAM/transcript.

/Quick_Guide_for_Updating_or_Renewing_SAM_Registrations.pdf

To:

Points of Contact

Contracting Officer:

Laura Hedrick, Laura.L.Hedrick@usace.army.mil, 816-389-3850

Contract Specialist:

Nathaniel Leyba, Nathaniel.J.Leyba@usace.army.mil, 816-389-2281

SYNOPSIS / SOLICITATION

This is a combined synopsis/solicitation for commercial products or commercial services prepared in accordance with part 12. This announcement constitutes the solicitation only. Quotes are being requested and a separate written solicitation will not be issued.

Solicitation number W912DQ26QA080 is issued as a Request for Quote (RFQ).

This acquisition is not set-aside for small business concerns and is competed as full and open competition, Unrestricted.

This solicitation incorporates provisions and clauses by reference. The full text of provisions and clauses may be accessed electronically at www.acquisition.govat .

There are three base Contract Line Items (CLINS) and one Option CLIN. CLINs are described in section B of this solicitation.

This project is for the supply and installation of a debris boom at Harry S. Truman Lake near Warsaw, Missouri.

The purpose of the debris boom is to prevent floating debris from impacting the dam's tainter gates, which is crucial for maintaining the full operational capacity of the spillway. The boom will also serve as a visual barrier to boaters. The Contractor shall provide all labor, materials, equipment, engineering, fabrication, delivery, and optional installation necessary to furnish a complete debris boom system at Harry S. Truman Dam. The approximately 2,000-foot boom shall be designed to intercept floating debris upstream of the spillway and withstand site-specific hydraulic, wind, wave, debris, and impact loading conditions. The debris boom shall be designed for an 800-foot-long by 3-foot-thick debris field, use a minimum safety factor of 2.0 for design loads, withstand a direct head-on impact from an 18-inch-diameter, 100-foot-long log traveling at the maximum design water velocity, and withstand design conditions including 50 mph wind speed and 5-foot wave height.

Delivery: CLIN one is 120 days after award. CLIN two is 240 after award. CLIN three is 300 after award. CLIN four can be exercised at any time within 270 calendar days from the date of contract award and will extend the period of performance 60 calendar days.

Place of Contract Performance: Warsaw Missouri

The solicitation document and incorporated provisions and clauses are those in effect as of the RFO effective date of July 1, 2026. The provisions and clauses are located in sections E,I,K,L,M of this solicitation.

The associated North American Industry Classification System (NAICS) code is 332312 - Fabricated Structural Metal Manufacturing and the small business size standard is 500 employees.

The Product Service Code is 2090 for Miscellaneous Ship and Marine Equipment.

e the bathymetry survey information. Contractors can access A plan room was created to provid the file in ProjNet at www.projnet.org/projnet using the current key.

Project: (Truman Debris Boom Project)

Current Room: ( Bathymetry survey W912DQ26QA080 )

Current Key is: 5IR97K-DT8DM3

CONTRACTORS INTERESTED IN RESPONDING TO THIS RFQ MUST SUBMIT THEIR QUOTE

ON THE ATTACHED SYNOPSIS/SOLICITATION. Award will be made to the contractor providing the best value. Any questions regarding this synopsis/solicitation must be submitted by e-mail to Nathaniel.J.Leyba@usace.army.mil and Laura.L.Hedrick@USACE.army.mil. The Government reserves the right to cancel this combined synopsis/solicitation at any time.

If you have questions about Government procurements in general or need assistance in the preparation of your quote, a local APEX Accelerator may be able to help. The APEX Accelerator (Procurement Technical Assistance Program) was authorized by Congress in 1985 in an effort to expand the number of businesses capable of participating in the Government marketplace. To locate a APEX Accelerator near you, go to http://www.aptac-us.org/contractingassistance/.THIS A FREE SERVICE BY A NON PROFIT PAID FOR BY THE US GOVERNMENT. If you were not previously registered, please go to https://www.sam.gov/SAM/. Instructions for new registrations are also located at the following link https://www.sam.gov/SAM/transcript.

/Quick_Guide_for_Updating_or_Renewing_SAM_Registrations.pdf

Supplies or Services & Prices or Costs

The following CLIN(s) / SLIN(s) / ELIN(s) were added:

The following CLIN(s) / SLIN(s) / ELIN(s) were modified:

Inspection and Acceptance

The inspection and acceptance locations for the following CLIN(s) / SLIN(s) / ELIN(s) were added:

Deliveries or Performance

The delivery information for the following CLIN(s) / SLIN(s) / ELIN(s) were added:

The delivery information for the following CLIN(s) / SLIN(s) / ELIN(s) were modified:

Purchase Description Revised on 10/23/2026

Harry S. Truman Dam Debris Boom

1.0 Project Overview

1.1.1 This project is for the supply and installation of a debris boom at Harry S. Truman Lake near Warsaw, Missouri. The purpose of the debris boom is to prevent floating debris from impacting the dam's Tainter gates, which are crucial for maintaining the full operational capacity of the spillway. The boom will also serve as a visual barrier to boaters. The

Contractor will be responsible for the complete plan, supply, and optional installation of the debris boom system.

2.0 Location

2.1 Harry S. Truman (HST) Dam is located at river mile 175 on the Osage River. The dam is in Benton County, Missouri, about 1-1/2 miles northwest of Warsaw, Missouri

2.2 The Project Office is located at 15968 Truman Dam Access Road, Warsaw, Missouri

65355.

3.0 General Project Requirements

3.1 The Contractor must provide all labor, materials, and equipment for the selection, fabrication, delivery, and optional installation of the debris boom system.

3.2 Debris boom anchoring selection should exclude any drilling into, on or under the earthen dam or other invasive activities. Anchors drilled into the lakebed upstream of the dam will be reviewed by the Kansas City District Dam Safety Manager. Information submitted should include location and depth of holes, estimated quantities of grout and method of tracking the amount of grout actually used.

3.3 A site visit may be conducted after solicitation. Government can make the site where the boom is to be installed available.

3.4 All work must be performed in accordance with this purchase description.

3.5 The Contractor is responsible for all deliverables as specified in this purchase description.

3.6 Debris boom should be approximately 2000 feet in length.

3.7 Boom components must be a highly visible color.

3.8 On site Installation tasks must be coordinated with Government point of contact before execution to prevent materials, such as chains or cables, being pulled through the intake or turbines.

3.9 The preferred alignment of the debris boom is shown below. The debris boom should be located approximately 600 feet upstream so as to not obstruct the submerged weir located 850 feet upstream of the spillway.

Figure 1 preferred Alignment of the Debris Boom

3.10 The Contractor must confirm the anchor’s capability to resist the required loading through either analytical methods or field testing, before the Final Deliverables submittal.

4.0 Boom Specifications

4.1 The debris boom must be selected and fabricated to meet the following site-specific conditions and performance requirements:

4.2 Pool Elevations The boom must be selected to function across the full range of operational pool elevations. This range is from 706.45 feet NAVD88 to 745.23 feet

NAVD88. Key operational pool elevations are:

4.2.1 Conservation/Multipurpose Pool: 706.45 feet NAVD88

4.2.2 Pool of Record: 740.23 feet NAVD88

4.2.3 Maximum Elevation for Boom Operation: 745.23 feet NAVD88.

4.3 At the maximum pool elevation of 751 feet the boom must remain anchored and passively submerged without catastrophic failure under flood flows listed in Table 1.

4.4 All metallic parts to be hot dipped galvanized according to ASTM A 123/A 123M and

ASTM A 153/A 153M as applicable or stainless steel.

4.5 Boom must be USA made. All metallic components, chains, wire rope, shackles, pins, and materials that bare appreciable load must be domestic material only with certifications from the manufacture that the material is domestic.

4.6 Ice loading at the debris boom must be considered in the boom design but need not be included in the loading cases below.

4.7 Loading Conditions: The boom and anchoring system must be designed to withstand the following load combinations:

4.7.1 Debris Load: A debris field 800 feet long (perpendicular to the boom) and 3 feet thick.

4.7.2 A minimum safety factor of 2.0 must be used when determining the deign loads based on site conditions

4.7.3 Debris screen should be able to withstand direct head on impact from an 18-inch diameter, 100-foot log traveling at maximum Water Velocity listed below.

Table 1 Loading Conditions for Debris Boom

Load Combination Pool

Elevation

Water

Velocity

Wind

Speed

Wave

Height

1: Impact strike to debris screen

Any 1.7 fps 50 mph 5.0 ft

2: Max Discharge & Usual

Wind/Wave, Full Debris

Field

Max

Surcharge

Pool

1.7 fps 50 mph 5.0 ft

3: Max Discharge & Usual

Wind/Wave, Empty Debris

Field

Max

Surcharge

Pool

1.7 fps 50 mph 5.0 ft

3: Usual Discharge &

Unusual Wind/Wave, Full

Debris Field

Multipurp ose Pool

Elevation

0.2 fps 93 mph 4.1 ft

4: Usual Discharge &

Unusual Wind/Wave, Empty

Debris Field

Multipurp ose Pool

Elevation

0.2 fps 93 mph 4.1 ft

4.8 Performance Requirements:

4.8.1 The boom must have a minimum design service life of 45 years.

4.8.2 The boom must be able to maintain buoyancy even if punctured.

4.8.3 Booms sections must be environmentally safe, watertight, corrosion free, rot-resistant, and UV-stable 4.8.6.

4.8.4 Boom must be frost-proof and resist freezing conditions typical of the area.

4.8.5 Booms must offer the capacity for high deformation without fracture and be sized in a diameter and wall thickness with fittings and components that meet site specific strength requirements.

4.8.6 The boom floats must be suitable for temperatures ranging from -38°F to

130°F.

4.8.7 Boom sections must be at minimum 24 inches in diameter.

4.9 Boat Gate and access to interior

4.9.1 The debris boom must include a boat gate at least 20 feet wide with latching mechanism and closure. The service gate should be provided with a minimum of 7-foot draft depth.

4.9.2 The boom system must include a portion that could be removed or hinged to allow access for larger service equipment such as a barge. Removable section should be a minimum of 40 feet wide.

4.10 Anchors to dam

4.10.1 Structurally anchoring to dam must consist of anchors, connection components and all parts and components to attach the debris boom to the connection point at the dam. Anchoring points for the boom must be located on the non-overflow monoliths of the dam structure.

4.10.2 The existing concrete should be assessed by a licensed engineer in the state of Missouri in order to determine the acceptable capacity of the connection.

4.10.3 The structural capacity of the anchorage to the dam face must have a minimum factor of safety 2.8. Connection of the debris boom to the anchors must be designed for the 2.0 factor of safety and should break away from the anchorage to the dam before the anchors in the dam fail.

4.10.4 Before anchoring to the dam face the Contractor will conduct Ground

Penetrating Radar (GPR) or similar method of locating reinforcement.

Subsurface investigations must be conducted by a national service provider and whose primary expertise is in the testing method conducted.

4.10.5 Post installed anchors connected to the dam face must be either epoxy anchors or grouted. Post installed anchors must not be mechanical anchors that rely on friction between the anchor and hole.

4.11 Anchors in the water

4.11.1 Anchors deployed to the floor of the lake must be capable of resisting the factored loads prescribed with the applied factor of safety.

4.11.2 Geotechnical and geological information for the lake provided as an appendix to this scope.

4.11.3 USACE proposed alignment assumes 4 anchoring points, but Contractor may recommend additional anchor points to reduce anchor loading.

4.11.4 Government must have access to inspect anchors before they are deployed.

Contractor to provide a two-week notice of anchors being brought to the site and Government must have three days to inspect and document anchors.

5.0 Delivery of Materials

5.1 Upon final acceptance of debris boom to be provided, Contractor will coordinate with

Government to deliver the boom to the project site listed above or to a staging area within 10 miles of the project site for storage.

5.1.1 Coordinate delivery schedule and location with Government contact at project site. Project Contact is Marshall Miles, Marshall.w.miles@usace.army.mil, Phone Number: 816-389-2206

5.1.2 All deliveries to the site must be coordinated at least seven days in advance and must be between 0800 and 1300 from Monday to Thursday.

5.2 The debris boom should be delivered and assembled as much as practical to facilitate transportation and handling of the components while reducing installation time on the project site.

5.3 Contractor must be responsible for coordinating with project contact and unloading and stockpiling all debris boom components, parts and materials.

6.0 Items to be Supplied

6.1 Base CLIN Items must be fabricated as listed above and delivered to the project site.

6.2 The Optional CLIN Item for the installation of the boom would include mobilization to the site and demobilization from the site upon completion of the work. Payment applications should include line items for each work task associated with the installation of the debris boom system. This option can be exercised at any time within

9 months from the date of contract award.

7.0 Submittals

The Contractor must provide the following for Government review and approval:

7.1 Contractor to provide Preliminary Deliverables within 60 days of award and Final

Deliverables by 120 days after award. Boom to be delivered on site within 240 300 days of contract award.

7.2 Preliminary Deliverables:

7.2.1 Loading assumptions for the proposed boom, linkage components and anchor system.

7.2.2 Certificates of compliance certifying that all components that are structurally loaded exceed the calculated loads including safety factors listed above.

7.2.3 Controlling load case scenario and all assumptions used must be supplied with selection data.

7.2.4 Cut sheets and preliminary drawings of the anchors, boom and its components.

7.2.5 The Government will have a two-week review and commentary period. All comments will be submitted in one phase and a follow-up meeting with the

Contractor will be held to respond to commentary.

7.3 Final Deliverables (100%):

7.3.1 Final drawings, specifications and selection criteria for the complete debris boom system must be submitted. Drawings must be stamped by a registered

Professional Engineer for the state of Missouri.

7.3.2 Installation Plan.

7.3.3 Detailed installation instructions and schedule.

7.3.4 Operations and Maintenance (O&M) Manual:

7.3.4.1 Operations and Maintenance should include typical maintenance operation procedures and intervals

7.3.4.2 Procedures and methods for removal of the boom, specifically in the condition where water levels rise above the effective elevation range of the boom. This removal procedure must be coordinated with

USACE to be incorporated into the Emergency Procedures as well as the O&M Manual for the dam.

7.3.4.3 Manufacturer’s literature and data for the boom, linkage components and hardware, foam fill, anchor bolts, and all other material components used to fabricate the debris boom. Literature should include dimensions, material specifications, working and ultimate loads on the boom, ability for the boom to be submerged under pool elevations higher than functional range and product data certificates from independent laboratory testing.

7.3.4.4 One training session must be provided to Government on maintenance requirements including inspection techniques and inspection intervals required to comply with the warranty requirements.

7.3.5 Certificate of Warranty per section 9.0.

8.0 Quality Assurance

8.1 All components of the debris boom system must be new, not previously used components.

8.1.1 Contractor must provide an inspection window of 14 days with three weeks’ advance notice of availability to inspect each of the components of the boom and anchoring system at Contractor’s facility before shipment and provide access to the product.

8.1.2 All components of the debris boom must be inspected by Government at the project site after delivery. Contractor must provide one week window for the inspection to occur.

8.2 All materials and equipment must be free from defects and damage upon delivery.

8.3 The Government reserves the right to inspect all materials and workmanship at any time, providing advanced notice to the Contractor.

8.4 Any boom parts or components delivered to the site in a damaged condition or that are not in conformance with the approved drawings or requirements must be rejected. All rejected materials must be replaced with suitable materials or components at no additional cost to the Government.

8.5 The boom surface and end connections, and connecting components must be free from cracks, burrs, warpage, checks, chipped or blistered surfaces and must be smooth.

9.0 Warranty

The Contractor must provide a warranty for the debris boom system, covering all parts, materials and labor for a period of not less than 5 years from the date of final acceptance. If Contractor provides the installation of the debris boom the warranty must cover the workmanship and labor involved with the installation of all components of the boom system.

Statement of Warranty must include minimum requirements of the Government to maintain the warranty. The warranty must be issued directly to the Government.

10.0 Optional Installation of Debris Boom

10.1 Contractor Use of Project Site

10.1.1 Within 45 days after award of the option the Contractor must provide, for

Government approval, a written Site Staging and Access Plan. The Site

Staging and Access Plan must include Contractor’s required size and location of access road, any lay down area and access points required to complete the scope of installing the debris boom. Site Staging and Access Plan must also include laydown area size requirements, total weights of components, and parts and components must be marked designating required storage conditions as; unconditioned uncovered, covered cold storage or climate controlled.

10.1.2 The Contractor must provide written notification to the Project Contact a minimum of 90 calendar days prior to the delivery of any materials or equipment to the project site or prior to the use of the access road.

10.2 Contractor must adhere to all site safety requirements of Engineering Manual 385-1-

1.

10.3 Installation of Anchors

10.3.1 Adhesive anchors installed in the dam must be observed to ensure that proper installation techniques are used to ensure holes are properly cleaned and anchors set true.

10.3.2 The Government reserves the right to test anchors epoxied into the concrete surface of the dam and will coordinate that testing with Contractor’s scope.

10.3.3 Anchors set in the lake must be placed by the Contractor and attached to the debris boom.

10.4 Contractor to assemble and install the boat gate system within the debris boom system. The boat gate must be tested after installation and parts and components in working order for final acceptance.

10.5 Installation Quality Assurance

10.5.1 All material and equipment delivered must be protected against loss, damage by corrosion, weather, overstressed components, or contamination by foreign materials.

10.5.2 Contractor must repair or replace any material or components damaged during delivery, at no cost to the Government, and without impact to the required delivery deadlines.

HARRY S TRUMAN

DEBRIS BOOM

GEOLOGY AND

GEOTECHNICAL

Harry S. Truman Debris Boom Geology Appendix ii

TABLE OF CONTENTS

1 Introduction 2 Geologic Pertinent Data

2.1 Regional Geology

2.2 Site Overburden

2.3 Site Bedrock

Attachment 1 Scanned Boring Logs

LIST OF FIGURES

Figure D-1 Regional Geologic Map in Vicinity of Truman Dam. Taken from Anderson, ............. D-1 Figure D-2 Geologic Column at Damsite ............................................................................................ D-3 Figure D-3 Profile Along Dam Axis Showing Excavation Limits at Spillway-Powerhouse Area D-4 Figure D-4 Completed Damsite after Stage 3 Construction from Record Drawings ................... D-5 Figure D-5 Conceptual Debris Boom and Anchor Layout ................................................................ D-6 Figure D-6 Geologic Profile on Right Abutment ................................................................................ D-6 Figure D-7 Location of Boreholes DC-30A and C-183 ..................................................................... D-7 Figure D-8 Logs of C-183 and DC-30 ................................................................................................. D-8

D-1

1 INTRODUCTION

Truman Dam construction began in the 1960s. Prior to Stage 1 construction 338 holes were drilled for design. This included 14 angled NX core holes in the Spillway- Powerhouse area. This Appendix summarizes geologic information found in the design files form Truman Dam. Selected drilling logs have been included. Additional data may be available, but not all of the drilling logs could be found.

2 GEOLOGIC PERTINENT DATA

2.1 REGIONAL GEOLOGY

Bedrock strata exposed at the dam site belong to the lower Mississippian, Devonian-Mississippian and lower Ordovician Systems. The Ordovician Cotterr-Jefferson City formation is the oldest bedrock exposed in the reservoir. This formation crops out along the valley walls and underlies the valley bottoms of the Pomme de Terre, the Osage below Osceola, and the lower reaches of the Grand, Tebo and Little Tebo Rivers. Figure D-1 is a regional geologic map of the area.

Figure D-1 Regional Geologic Map in Vicinity of Truman Dam. Taken from Anderson, K. K., 1979, Geologic Map of Missouri, Missouri State Geologic Maps SGM-1979, scale 1:500,000

D-2

2.2 SITE OVERBURDEN

Valley alluvium at the dam site consists of 20 to 30 ft of predominantly lean clay (CL) overlying 5 to 15 ft of sand and gravel. This overburden ends abruptly at the left abutment contact but thins more gradually towards the right abutment where the overburden consists of less than 10 ft of residual clay containing large amounts of chert gravel. The foundation bedrock consists of nearly flat lying dolomite-limestone of the Cotter-Jefferson City formation.

2.3 SITE BEDROCK

The Cotter-Jefferson City Dolomite Limestone Formation is the foundation for the Spillway-Powerhouse structure. Total thickness of the formation is about 300 feet.

Design documents for Truman Dam differentiated the Cotter-Jefferson City formation into 26 identifiable units as shown in Figure D-4. The structure is founded about 75 feet below the top of rock at EI.589 ± in Zones 17 and 18. The excavation of the approach channel to elevation 660 feet corresponds to unit 8.

Cotter-Jefferson City formation is chiefly hard, thin to medium bedded, cherty, crystalline to dense textured dolomite limestone. Bedding planes are irregular but tight.

Individual beds range from a few inches to about 3 feet thick. Shaly dolomite occurs as thin, mostly continuous, irregular partings. Intraformational breccia occurs in limited irregular zones and consists of fragments of chert and dolomite in a matrix of dolomite.

Shale breccia occurs in relatively undisturbed bedrock filling joints, fractures, and pockets and along bedding planes. A well-defined system of joints is not apparent. The most significant features of the rock are the thin irregular beds and the numerous tight and closely spaced fractures. These fractures, mostly at right angles, and nearly vertical, occur in individual beds but rarely extend beyond bedding planes. Most of the fractures are healed or filled with shale or shale breccia. Open fractures are not extensive. Unconfined compressive strength ranges from 1,300 to 9,500 psi and averages 6,100 psi. Modulus of Elasticity ranges from 0.17 x 106 to 2.13 x 106 and averages 1.34 x 106 . Dry density averages 153 pounds per cubic foot. Triaxial and direct shear tests were performed on selected samples. Based on these tests, design shear strength, normal to bedding was tan ø = 0.65 and cohesion = 50.4 ksf. Traceable dolomitic shale partings and bands and stylolitic partings, within correlated units, were classified into zones. Tests were performed on samples oriented so the weak planes were along a potential failure plane. Based on these tests design strength or the weaker rock zones, parallel to bedding, was: tan ø = 0.65 and cohesion = 10.8 ksf. Samples of breccia had shear strengths equal to or better than strengths of samples sheared along bedding planes. A conservative allowable bearing pressure for the foundation rock of 50 tons per square foot was selected.

Pressure testing and foundation grouting indicated relatively tight bedrock. Small solution channels in the Spillway-Powerhouse foundation were broken out and grouted.

Cotter-Jefferson City is underlain by similar dolomite and sandstone strata of the Ordovician and Cambrian Systems to a depth of 1,000 ft or more. Figure D-3 shows a profile across the dam centerline including the excavation limits of the spillway.

D-3

Figure D-2 Geologic Column at Damsite

D-4

Figure D-3 Profile Along Dam Axis Showing Excavation Limits at Spillway-Powerhouse

Area

Figure D-4 is clipped from the as-built drawings. It shows the final rock excavation elevation in the spillway approach channel. Figure D-5 shows the conceptual outline for the debris boom and possible anchor locations. Anchor locations A1 and A4 were added to prevent debris from being trapped in a v-shaped area on the 1 on 2 slopes of the approach channel, where removal of material would be challenging. Note that one anchor point, A-4, is currently shown on the upstream berm of the dam. No anchor points can penetrate the dam or the berm. As currently shown, anchor points A-2 and A- 3 are on limestone bedrock at elevation 660 feet. This is unit 8 of the Cotter-Jefferson formation. Point A-1 is at approximate elevation of 694 feet, with a top of bedrock elevation of approximately 673 feet. Figure D-6 shows the geologic profile along the right abutment. Figure D-7 shows location of holes DC-30A and C-183, Figure D-8 shows the boring logs from the Record Drawings for DC-30A and C-183. Attachment 1 includes the original field logs for DC-30A and C-183.

D-5

Figure D-4 Completed Damsite after Stage 3 Construction from Record Drawings

D-6

Figure D-5 Conceptual Debris Boom and Anchor Layout

Figure D-6 Geologic Profile on Right Abutment

D-7

Figure D-7 Location of Boreholes DC-30A and C-183

D-8

Figure D-8 Logs of C-183 and DC-30

D-9

ATTACHMENT 1

SCANNED BORING LOGS

CORPS OF ENGINEERS

U.S. ARMY

1-

LEGEND

Full pool contour (7396) ____ _ Conservation pool contour (7060l ___ _

OSAGE RiVER BASIN

KAYSINGER BLUFF RESERVOIR

OSAGE RIVER

PLAN OF DAM

Scale as shown

U.S. ARMY ENGINEER DISTRICT

·YLO~~ __ L-_____ 'O~.O ______ 'O~.O ____ ~I~OO KANSAS CITY

riLE NO. 0-12-413

To accompany DeSign Memorandum No 4 dated July 1963

PLATE NO.3

CORPS Of ENGINEERS

·0-;$

! I

.teALf IN FE.U

U. S. ARMY

LOCAl ION or BORING_ _ _ _ _ _ • TOP or ROCK CONTOUR _______ 6JO.,,-

SECTIONS AND PROfIL"£S_ _ t.~A

FULL POOL CONTOUR _____ -:--739. 6-

CON.5ERVATION POOL CONTOUR _-706.0-

NOTES:

FOR LC(;£ND OF EXPLORATIONS, SEC

PLATE NO. 1.

FOR PROFILES. sec TiONS AND DETACHeD

BOlt/JIGS. seE PLATE NOS . • , , AND 10.

OSAGE RIVER BASIN

KAYSINGER BLUFF RESERVOIR

OSAGE RIVER

PLAN Of EXPLORATIONS

AND

TOP Of ROCK CONTOURS

U. S. ARMY ENGINEER DISTRICT

KANSAS CITY

FILE NO. 0 - 12-414

Scale: as shown

To accompany Design Memorandum No. 4 daled July 1963

PLATE NO . 4

z , o

SCALE: IN '-';I t

't"

NOTES:

FOR LEGEND OF EXPLORATIONS SEE PLATE NQ 1.

FOR PROFILES AND DeTACHED BORINGS' SEE

PLA T£ S II AND /Z.

R-! l-W

U. S. ARMY

LEGEND

Location of boring ______________ e

Top of bedrock contour ______ __ Full pool contour (739.6) _____ _ _

Conservation pool contour(706.0)~_--- Prof i les ______________ _ EL-jE

OSAGE RIVER BASIN

KAYSINGER BLUFF RESERVOIR

OSAGE RIVER

PLAN OF EXPLORATIONS

AND

TOP OF ROCK CONTOURS

STERETT CREEK DIKE

SClle: as .!lawn

U. S. ARMY ENGINEER OISTRICT

KANSAS CITY

~ILE NO. 0-12 -415

To accompany DeSign Memorandum No. 4 dated July 1963

PLATE NO 5

iil I

N

T o

S OF ENGINEERS CORP U. S. ARMY

NOTE : EG£ND OF eXPLORATIONS SEeF~A~C NO. 1

LEGEND

80-conlour drawn _5

Structure -19 unil contacL ___ ZlTTr-r .t the 18 f --r UJ.1- Approximate area 0 ________ 0 ____ _ breccla_______ __~ _ 'H .... fauI L _ _ _________ !

~I •

ER BASIN

05AGE RI V RVOIR

LUFF RESE KAYSINGER O~AGE RIVER

GEOLOGtC STRUCTURE

Sea Ie as sh<1Ml Sheet I of I ENGINEER DISTRIC T

U.S. ARMY KANSAS CITY

FILE NO. O-12-~1 G

4 dated July 1963 Memorandum No.

To accompany Des ign PLATE NO. 6

CORPS OF ENGINEERS U, S, ARMY

SYSTEM

ORDOVICIAN

Burlington 73'+

PiersOn 4' - 5'

IS

29'·32'

Sylamore l' - 6'

14'

U'

S'

7'

U'

11'

16'

11.5'

6'

10 S'

U S'

12 12'

13 3'

14 S'

15 6.5'

16 6'

17 la'

IS 6'

19 10'

20 lIS

21 15.5'

22 20'

23 S'

24 S'

25 \3'

26 5'T

GENERALIZED GEOLOGIC COLUMN

KAYSINGER BLUFF DAMSITE

GENERAL DESCRIPTION

LIMESTONE - medium-bedded to massive, occasional chert nodules. moderately hard, medium crystalline, locally brecciated and fractured. solutioned 810ns well developed joints. very stye..

litic, light gray. abundant crinoid fos'sils. .

DOLOMITE LIMESTONE - massive. silty, moderately hard, finety crystalline, occasionally frac tured, light gray to grayish tan, 'SANDSTONE and CONGLOMERATE· medium·bedded to maSsive. mOderately hard, occasion ally friable, gray green. Sandstone argillaceous, calcareous, fine grained, occasional shale bands and partings, occasionally interbedded with up to 4' of dolomrte limestone. Conglomerate dolomite limestone and chert in 8 sandy shale matrix.

DOLOMITE LIMESTONE ·'thick-bedded to massive, moderately hard, dense to finely-crystal· line. green shale at base, slightly VUSBY, tan.

DOLOMITE LIMESTONE - thick·bedded to massive. moderately hard, dense. interlaminated green shale, dolomite limestone, and siltstone at base, light WZlY.

DOLOMITE LIMESTONE· thin·bedded, moderately hard, dense to,finely crystalline.,light gray.

DOLOMITE LIMESTONE, medium to thick,bedded, moderately hard, dense to finely crysta~ line, cherty green shale at top and green shale at base, gray to tan, DOLOMITE LIMESTONE· thick·bedded, moderately hard, finely crystalline, some intraforma· tional'conglomerate, green shale at base, tripolitic. mottled tan to gray.

DOLOMITE LIMESTONE· massive, ,moderately hard: dense to finely cfystalline, sandy tenure, cherty, occasional intraformational conglomenrte. slightly tripolitic. light WZlY to tan.

DOLOMITE 'LIMESTONE, massive, moderately hard, dense to finely crystalline at base. slight, Iycherty.gray.

DOLOMITE LIMESTONE, thicll·bedded:tci massive, moderatety-hard, dense to finely crystil' .Iine. green s"!le ~ base. cherty, light gray.

DOLOMITE ,LIMESTONE· massive, moderately hard, dense to finely crystalline. occasionally solu_tion pitted and'cherty. gray. ~

DOLOMITE· LIMESTONE - tnick·bedded moderil:tely hard, dense, unifonn texture, light gray, DOLOMITE LIMESTONE, massive, moderately hard, dense to crystallin'e, tripolitic, -pitted, . medium gray 10 light brownish.gray.

! DOq)MIJ'E LIMESTONE· massive. moderately hard. crystalli~e. sandy texture. me:dium ~y.

DOLOMITE LIMESTONE· massive upPer to thin·bedded lower. moderately hard, dense to finely cryStalline, cherty,llight to m"edium grey.

DOLOMITE LIMESTONE· massive, moderately nard, dense to crystalline. upper 4 feet Iril» litic, middle is sa·ndy tex1uRKI, lower 2 feet is dense and m"';ssive. light brownist.-gray.

DOLOMITE LIMESTONE, massive, moderately hard, ·finely crystalline. scattered chert, slight· Iy tfipolitic upper, siliceous lower, dark gray to lisht brOwnish·iI:~Y.

DOLOMITE UMESTONE, thick·bedded to massive. moderately hard, dense to finely crystal.

lin'e, green shale at top, occasionally pitted and vuggy, light to med}um gray, .

DOLOMITEL:.IMESTONE . massive, moderately hard, finely crystalline, lripolitic,·slightfy pitted and vU, light to medium gray.

DOLOMITE LIMESTONE, massiv:e, moderately hard. crystalline to occasionally siliceous.

sandy texture, OcCasion'aUy tripOlilic, occasionally badly pitted to yuggy, medium gray.

DOLOMI!E LlMESrOI':lE, massive, moderately hard. dense •. slightly ~~!'rty,lightWZlY.

DOLOMITE UMESTONE . massive, moderately hard to hard, finely crystalline, siliceous, occasionally solution pitted and vUaY', dark bluish gray.

DOLOMITE LIMESTONE, massive. moderately hard, finely crystalline, cherty, laminated green shale bed at toP. fractured to brecciated, gray.

DOLOMITE LIMESTONE - medium·bedded to massive, moderately hard to hard, crystalline.

~onally sanely, pitted and vuggy. medium grey.

DOLOMITE LIMESTONE· tflick.bedded, moderately hard, finely crystalline to dense, numer, ous !,!:aclures, light gray.

ABBREVIATIONS

CiiJ . , I .. leached .11 alt.emaling lig lignite ang angular In I .. n anhydrite I, limestone argillaceous II light bdd bed. bedded. bedding 10 loose lxi, be°diock . L. C. lost core bky blocky LO. W, lost drill water bl bl ... med medium bid boulder mic micaceous blk black min mineralized brec brecciated mod moderate. moderately bm brown "'" massive b"' b"ff m" moist c =". mij material calc calcareous moe mucky ca.b ciirbonaceo:us nod nodules c .. cavity nom numerous cbl cobble ace occasionally, occasional chi chert 0, open circl circulation "II organic cl clay, clayey pit pit, pitted, pitting cmtd cemented ,I plastic c"ol columnar ,I, platy cone concretions "n plane cong conglomerate 'iI! parting, partings "m crumbly qlz quartzite. Quartz d dense md round. rounded dk da'" sat saturated dmp damp scat scattered dol dolomite, dolomitic sd sand,sandy exl extremely sh shale.shaly I line. finely ,; silt. silty I. Iron rotS :;iltstonc lid filled ,I slighlly 1m firm sics siliccou~ I", fossil, fossiliferous slks slickcnsidc:;

frac Iraclures soli '''11 tragments ss sandstone ftl friable st stained, staining lsi fissile ,II stiff sen generally very S' grain variegated II" gradation "rt vertical 11m green ,., '"ggy S" gravel. grayelly water

." gray WI with I!YP gypsum we, weathered h, high angle whl while hal halite x·bdd cross-bedded hd hard "n crystalline h" horizontal , yellow inbd interbedded incl inclusions irr irregular it joint la low angle I,m laminated

NO. & TYPE· OF EXPLORATION

C·1S

Lette~ follOWing hole number. indicate redrilled holes

..... 30" Indicates angle boring, see plate No.5 (shows direction and hade.)

CODE DESIGNATION

D Drivesan1ple hole C Core hole TP Tes.! pit (includes power auger 24'· 10 36" diameter.)

U Undisturbed sample hole A Auger hole· hand or power

Buger 3" to 24" diameter.

LEGEND FOR L9GS OF BORINGS UNIFIED SOIL CLASSIFICATION SYSTEM

Hole number and designation DC . 160 Range 10' U

~ffecti.ve size (mm)------------.. d.l0 SP MoiS1ure content· Per cent 24_~H

Elevation and date water level observed -~-.7-.60- ML Assumed material change ------------.1--1 Overburden. Unclassified. No T esls Run. or logs Kept , OB Nol T,e:>ted 1ff" Not Sampled ----------------"ifs" No Recavery , ~ Per cent lost drill water ---______ L D. W.500 /

Lost core L C 0.8 ~

. Per cent core recovered in bedrock 95.6 ~

Diameter of bedrock core 2"-

SOILS

TERMS FOR .STRENGTH OF

SOILS AND HARDNESS OF BEDROCK

BEDROCK

ESTIMATED STRENGTHS SCALE OF HARDNESS

@I

§J @9

@I

Gravel or Sandy Gravel well· ~ Sills, Sandy Sills, Gravelly Silts or gnlded Diatomaceous Soils Gravel'or Sandy GrclV~l. poorly @J Lean Clays. Sindy Clays, or graded Gravelly Clays

Sill.)' Gravel or Sill.)' Sandy Gravel @g Organic Sin, or Lean Organic Clays

Clayey Gravel or Clayey Sandy IBBl Micaceous Silts, Diatomaceous

Gravel Soils or Plastic Silts Sand or Grayelly Sand, @ill Fat Clays well.graded Sand or Gravelly Sand, ~ Fat Organic Clays poorly graded

Silty Sand or Silly Gravelly Sand @J Peat. Humus, and other OrganiC Swamp Soils

Clayey Sand or Clayey Gravelly Sand

OSAGE RIVER BASIN

KAYSING~R BLUFF RESERVOIR

OSAGE RIVER

GEOLOGIC COLUMN AND

LEGEND

Consistency Unconlined'Compressive Strength Sheet lof I

Very so't or plastic _____ Can be indented easily with thumb.

Soft __________ Can be scratched with fingernail. (Tons per square fooll

Very soft _______ _ <0.25 So~ ______ · ____ 0.25-0.5 Medium ________ 0.5_1_0 Sliff __________ 1.0-2.0 Very stiff ________ 2.0- 4,0 '1ard _________ >4.0

Moderately hard ______ can be scratched easily with knife;

cannot be scratched wilh fingernail.

Hard ____ . ______ Difficult to scratch with knife.

v~ry hard _________ Cannot be scratched with knife.

U. S. ARMY ENGINEER DISTRICT

KANSAS CITY

fiLE NO. 0-12-417

Scale: as shown

To accompany Design Memorandum No.4 dated .July 1963

PLATE NO, 7

CORPS OF" ENGINEERS

I , 'I:

-.;:' lifO'

, 8"0

,820·

800 '

LS

C-44 !uO'u o.

Ls csv.

8fO, 6DO, Ii 780! ;

'110

'800

UO

rop OF' OAM £L. 'S,"O II.S.L.

rFULL POOL EL. lJ'o.6 M.SL

LIIIITS .. OF SPILLWAY- POWER STRUCTURE L

:DC-I

JO'U

OC'

C-32 SoC Cl DC 32,.. l.C 0.2' , DC-IOO , ...

3J Ott lOB

CONSERVATION 'POOL EL.l06.0 M.s.L.

C-154 50'0

C-185 5~ D

FAT OR6ANIC ClAY so,f'rl~ ·dmp, gr"g

---LC. 2.0' ,.-----~-~~r ~~ ~I:-a ' ,-~---A~XIIlA7i

. .:oLe:' c.::'.'='Z'---f":-l EXCAVATiON

-- L C. 0.4' so sh

L, CO,S' ,

SD sl?, slles __ L.;.IM-IT--+-_ eC.I.z' ----,-,1--.:50 sh --_~~~=::::~~~ '\ L.c.·U' brv1C L C. 2.6' I· : ,. ,L-___ -"L=.=C.=I.=9;;;',=-<\._.f--i, !. _ i.e. 06' ;' ,.

cl hroBc, v $0 ---r.-- I

'I L---0RAFT' TUBE, i '" :~c ,r~ £XC~V.~TION.L'IIIIT: [le-

I: . ,I, ___

I.

" 1'1" ~- ,.

1 .--r _----1--'0-,1 ------------J-1!- ~E.~/¥.. ~.!:_..J

119 sOlsh

2i·

_------''-~-- ;O'u '""TO"'","'S"'0"'1L;-- L,a W.IOO ~ GC CLAYEY G;fAVEL-s drn brv> ---- . C 5.6"

FAT CLAY- med fD so, L.C.!.6:

~cl j brec

I

L. C. 0.5'

L.CO.7'

LC.I.'6'

L.C.I.d:

dm -brn,' .",L.C.O.7' "LEAN CLAY-mcrd 10 Y$t:\"'" L.C.O.4' drn r to r6d CLAYEY SAND-v so !Est, bIY1 dol ss brec nurn lui I'rvlC w/sh rid .30·-50~ bdd pin dip,DCC .s/l, brec anf,,'1lltc;;:,"";,;;tl/ ' brec num hB f'rwc·w/"Iks so sh bNIC 6D.sh sh brec br>tlc 80,sllrs sh br"f!!C so bN!lc occ he frae !IV/alks sh

L,C.I.5'

LC.I.9'

LD,W. 95"

LO.W.SO"

LC. 0.2',

, =.L",. c",.-,OC;,'Ic.'-,_-",-_so bMC br.,c

02.0~

2 lie"

~ _____ ApproKirn~te lifT)it fo which

·~,sl"s stratll could be correlsted. See gsologic strucfure, Plate Nt: G sh pig, sO,·sllra 7 rrac, W/SIKS sh

LC.OJ ~,2Z -i L. c,ar 121

'UI~

Z III-

I2A% 2 lie-

111,3""4 f 21,e"

Dol

.1

---"fl :--_________ ~~~F;=;~=eFe~-'-=7i~-=O"P~~~O~/""L;;;;="'= DC-28 t,· CLAYEY SANOY GRAVEL- ,.'u =/

TOPSOIL L. 0'4' ,

GRAVELLY CLAY-s,r.do -11m. - - LC. 1.3,'

CLAYEY SAIVOY GRAVEL- L. C. OZ'

so,dm tan. I __ -L.C.O.(?' CLAYEY GRAVEllY SAND.;.._- -- 'i.c.o.ff' so, mst, brn I L. C.1. 7' GRAVELLY CleAY-meet] cbrn' L, C. 0::1' CLAYEY GRAVELLY. SANDe t, C. 1.0' s mat iBn 1 If a f'1wc, 80 cl rId I

CBV

,V<!Irl f'rBC,.50 cl f'ld brec so sh Sb $h ptg 18m SD sh and dol h8 f'rwc. SD 51, f'ld ha f'rllC. sllrs sh ('lei so sh

I, i I

"I '1

,L.C.,OZ'

LC.OZ'

L.C.0.4'

GG ~Z:y';;f;'!~~E:~ rvltI-/Jrn 21I-G_c-t----'C~LA;'¥'YEy. D&4VEL -rnt!ld to §~rnp to I'71st bra s~f', drnp, y:brn :: CH FAT CLAY-"sllj dmp, rtld-blYJ .--.;..../

Dol

CIiIA~

Z III·

w/arY1 moFfliT19~L.t.1.2~ v9Y. ct rId' _-~ bBdly pit and v9Y. cl rid ------

L.C.2.0'

L.C. OG'

L.,C.,O'?'

".D~

• '10" ..

ZI,P

clplg cl hs I'rsc, c/rld br~c $08h

Is congo so sh rnstrut· ,?um,ha rrwc, SD s/Jrs cl rId so shptg f?um Prac, sl*$ sh f'!d

U.S. ARMY

1~0

'"0 ftlO:

'20

100.

SBO

s.o·

, "60 ':::::========.bdA 55

I o

S6D saO

'540

SYLAMORE SS

COTTER~

JEFFERSON CITY DOL

LC,I8'

L, C. 10J'

75+00 so .h

1\\ ha """BC,OP

Note:

For de failed gt!01C9Y of' ler! abutment 1"'6rtv- to prof'il6 £)-0 Plats No. 10

TOP Of D~~ £L. ,7~7;0 M.S.L.

FULL POOL EL. 139.G M.S.L.

·r ~ 1\ \\ CONSERVATION POOL £L.706.0 M.S.L:· b

\--------------~--------------------------------------------------------------~------------~~--------------------------------------------------------------~------~I .. ~ II so·sh·

./ ~ ~Approxim6le ground surf'sce

[1\ I-i r\ w/"~s D~-:.~4 Cl Approximate aurr8C8 t:Jf OaBge Rivsr

Approximate riWlr bed surf'.aCB t , r=;:-:-::;""V:CY'-IC""/'-:=:~ v sIr. ~~;.~o ·t, \ SANOYCUtY-vslf, r-r"''''''~=="'''''=1r-.....--~--

'OC-90

.oou

Waler

C-181, 100'U

\ \ dmp, If brn . - -

- 'I \ \ GRAVEl'{Y ClAr.:. v sIt: LEA'!.mCLAb':.-n Iopproxirnate top

I::' \"\"L,",.Co..O",."S-f-m--,""d!!m!!.8~L!~l!.r:!O_c._!.!'o,,~,,,rC!~,-_-__ _ ..... / CLA~£Y S/~-T- OB, _.,.~_;) __ -_

1 .. .0 '% I ' $0' sal" brn 2 VP '~,- pol :! OH. c:<;:~:k C;AY- SANDY. SIL T"-

I ...... , i r~ DB So SIfIt brn =L~,C,"-.O",.=6_'rc:-r-_-_____ --- LeOS'

,~ .... __ ---_ _--~_-=---; ;:'f;Ir'~~~~~~O;;-\ -----cC.T Dol ~I--+ ________ +_+ ____ I I I . j-- i.e.oz' ,.

num frsc Hf'sllr~ (f-- roc ____ _, crm __ -,-___ fhsc, OP_I L. c. 0.1:

I ~ sosh·band . , ,.

r Lc.L siks 20 J{ J 80 • .,. --I-'-';~,:: .. :'... brec f .

), 2 '/8" f.---- Approxlrnsl" zon~ or J disfurb~d strste. ==----1S8.

geologic structure I Plate No.6

2 liD-

'0

L. C. 0.5'

87.9 .,..

("aulf

Approximate ground surface

Water

ApproKimaft!l base 01" wS8lh~ring

V sD'sh

CLAYEY SANDY GRAVEL-Io d.

--' ___ -- -:-_ J.. ~

GRAVEL Y CLAY-so, ;.vhf LEAN CLAY-sIr, wht 30 sh occ sllrs so sh brec. 8 o

I

'. ~-----.-, I =L~.C~.jOt·4~·~~~~~ .!::.. C. 0.9' 16 sh, v Sl'.lIllcs Ism Htb'ol rrBc, w/so sh rId, sl/rs f'r8C1 oP brec

~_---=L,::,:'.C=,=O.=Z=' =1 ,. So sh band I brec hs f'r.9C, allrs =L~.C~,~0~.8~'_~_'·_r--SOsh

1t10'

880 !

bm

UO

SBO

S6D

UO

No,ES: , For locetion of' prof'ile and bOl';ngs, see Plalt!l No.4 Fo(' IBg~nc! c!(1d 9t!1nsI'W1 d8scriplion··of' bedrock see Plate No.7 On!y~of'~ 0'-' slicx.tlnsideci shale, and ops,? or sliclrensided f'rwc'ures indicated. , "lntrsf"ortrnafionsl ~CCi8S which hsve'B dolomit., rna~riK {U'6 no! indies ted.

OSAGE RIVER :BASIN

KAYSINGER BLUFF RESERVOIR.

Sheet lof I

,OSAGE RIVER

GEOLOGIC PROFILE A-A

DAM AXIS

Scale: as shown, U.s. ARMY ENGINEER !lISTRICT

KANSAS CITY

FILE NO. O~12-4IB

-To acc9mpany 'Design Memorandum No. 4 dated July 1963

PI AT!'" "-In ..

CORPS OF ENGINEERS U. S. ARMY

'700

'680

,660

6.0

6<'0 o

'IIi( 100

"', 640.

620, o

5.0

.520

'4 l 480

7+00 U.

I I ..

OC-30

CC~83 'C-30A

--------------------~~------~------------------_,----------_,o:~·~·R~i;v~~~T.~o~P.~~~O~/~L~~~~~~~~~~------~~_r--r__r~~~~~~~----------~:C-154

• 'GO CLAYEY SANDY GRAVEL- -~-:------.,.----------+------_ _I

C-163 2~'LWD C-119 C':"184 Approx. ground surf'ac"e oa

2 I

6+00 U

C-I~9…