Purchase Description.pdf

Purchase Description 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 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