Centennial Reservoir Project Roller Compacted Concrete Dam ...€¦ · Centennial Reservoir Project Roller Compacted Concrete Dam Opinion of Probable Construction Cost - Draft. This

Submitted to

Nevada Irrigation District 1036 W. Main Street Grass Valley, CA 95945

Submitted byAECOM 300 Lakeside Dr., Suite 400 Oakland, CA 94612 May 15, 2017

60519386

Centennial Reservoir Project Roller Compacted Concrete Dam Opinion of Probable Construction Cost - Draft

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AECOM

300 Lakeside Dr.

Suite 400

Oakland, CA 94612

www.aecom.com

510-894-3600 tel

510-874-3268 fax

May 15, 2017 Nevada Irrigation District 1036 W. Main Street Grass Valley, CA 95945

Attention: Mr. Doug Roderick, P.E.

Subject: Centennial Reservoir Project Roller Compacted Concrete Dam Opinion of Probable Construction Cost - Draft

Dear Mr. Roderick:

We are very pleased to submit this draft conceptual-level Opinion of Probable Construction Cost (OPCC) for the Centennial Reservoir Project located near Grass Valley, California.

This technical memorandum presents an OPCC for the RCC dam at Axis 2 and is based on the draft April 14, 2017, Conceptual Engineering Report. The work for this OPCC was performed as authorized under Task Order No. 7.

This technical memorandum includes discussions of the following subjects:

RCC dam including foundation treatment, spillway, and outlet works, Construction considerations, Conceptual construction schedule, and Cost estimating methodology and basis for development of the conceptual-level OPCC.

Thank you for the continued opportunity to assist the NID on this very important project. We are available to discuss any questions or comments you may have on this draft technical memorandum. Please contact me at (510) 874-3012 if you would like to schedule a time to meet.

Sincerely, AECOM Technical Services, Inc.

M.P. Forrest, P.E., G.E. Project Manager Enclosure: Centennial Reservoir Project, Opinion of Probable Construction Cost - Draft Cc: Noel Wong, Ted Feldsher, David Hughes, Roy Watts (AECOM)



Table of Contents i

Table of Contents 1 Introduction ....................................................................................................................................................... 1-1

1.1 Background and Purpose .......................................................................................................................... 1-1 1.2 Scope of Work ............................................................................................................................................ 1-1 1.3 Organization of Technical Memorandum .................................................................................................. 1-1 1.4 Limitations .................................................................................................................................................. 1-2

2 Description of Dam and Appurtenant Works ................................................................................................. 2-1

2.1 Foundation ................................................................................................................................................. 2-1

2.1.1 Dam Foundation Objective and Surface Treatment ........................................................................................... 2-1 2.1.2 Foundation Grouting and Drainage .................................................................................................................... 2-1

2.2 Conceptual Layout of Dam and Spillway ................................................................................................... 2-2

2.2.1 Dam and Spillway ................................................................................................................................................ 2-2 2.2.2 Joint, Drain, and Gallery Details .......................................................................................................................... 2-3

2.3 Outlet Conduit ............................................................................................................................................ 2-3 2.4 Instrumentation .......................................................................................................................................... 2-3

3 Construction Considerations and Work Breakdown Structure ................................................................... 3-1

3.1 Material Balance Diagram .......................................................................................................................... 3-1 3.2 Construction Considerations..................................................................................................................... 3-1

3.2.1 Conceptual Construction Site Layout ................................................................................................................ 3-1 3.2.2 Mobilization and Demobilization ......................................................................................................................... 3-1 3.2.3 Site Development ............................................................................................................................................... 3-1 3.2.4 River Diversion .................................................................................................................................................... 3-2 3.2.5 Dam Site Preparation and Foundation Excavation ............................................................................................. 3-2 3.2.6 Foundation Grouting ........................................................................................................................................... 3-3 3.2.7 Rock Borrow Materials and Aggregate Production ............................................................................................ 3-3 3.2.8 Cement and Fly Ash ............................................................................................................................................ 3-4 3.2.9 RCC Placement ................................................................................................................................................... 3-4 3.2.10 Conventional Concrete....................................................................................................................................... 3-4 3.2.11 Outlet and Intake Structures .............................................................................................................................. 3-4 3.2.12 Instrumentation and SCADA............................................................................................................................... 3-5 3.2.13 Spoils Disposal ................................................................................................................................................... 3-5

3.3 Work Breakdown Structure ........................................................................................................................ 3-5

4 Construction Schedule .................................................................................................................................... 4-1

4.1 General ....................................................................................................................................................... 4-1 4.2 Discussion .................................................................................................................................................. 4-1

5 Construction Cost Estimate ............................................................................................................................ 5-1

5.1 Pricing ......................................................................................................................................................... 5-1 5.2 Quantity Estimates ..................................................................................................................................... 5-2 5.3 Design Contingency ................................................................................................................................... 5-2 5.4 Allowances and Exclusions ........................................................................................................................ 5-3 5.5 Opinion of Probable Construction Cost .................................................................................................... 5-3

6 Summary and Conclusions .............................................................................................................................. 6-1 7 References ........................................................................................................................................................ 7-1


Table of Contents ii

List of Tables 3-1 Work Breakdown Structure and Assumptions 5-1 AACE Classes 5-2 Opinion of Probable Construction Cost Summary

List of Figures 1-1 Project Location Map 1-2 Centennial Reservoir Plan 3-1 Material Balance Diagram (Conceptual) 4-1 Construction Schedule (Conceptual)

Exhibits 1 Cover Sheet 2 Excavation Pan 3 Plan of Dam 4 Dam Profile 5 Maximum Spillway Section and Crest Detail 6 Non-Overflow Sections 7 Dam Sections-1 8 Dam Sections-2 9 Outlet Works Plan and Profile 10 Main Details 11 Spillway Bridge Plan and Elevation 12 Spillway Bridge Sections 13 Instrumentation Plan and Typical Section 14 Diversion Concept 15 Construction Site Layout – Concept Plan

List of Appendices Appendix A. Cost Estimate - Roller Compacted Concrete Dam


Table of Contents iii

List of Acronyms ADAS automated data acquisition system CER Conceptual Engineering Report CFR concrete faced rockfill cy cubic yards G&A general and administrative lbs pounds lf lineal feet NID Nevada Irrigation District OPCC opinion on probable construction cost RCC roller compacted concrete SCADA supervisory control and data acquisition sy square yards USACE U.S. Army Corps of Engineers WBS work breakdown structure


Table of Contents iv



Introduction 1-1

1 Introduction 1.1 Background and Purpose The Nevada Irrigation District (NID) has initiated engineering and planning studies for a proposed reservoir project located on the Bear River at the site location shown in Figure 1-1. The site is between the existing Rollins and Combie Reservoirs, which are also owned and operated by NID. The NID has identified a reservoir storage capacity objective of 110,000 acre-feet for the project, which is known as the Centennial Reservoir (Figure 1-2). An opinion on probable construction cost (OPCC) technical memorandum was prepared to compare construction schedules and costs of two potential dam types [roller compacted concrete (RCC) and concrete faced rockfill (CFR)] and two potential dam axis alignments (Axis 2 and Axis 6) (AECOM, 2016). The schedules indicated that the RCC dam could potentially be constructed in about 2½ years, but the CFR dam would take about 4 years to construct. The RCC dam at Axis 2 had the lowest construction cost of the alternatives considered. The estimated RCC dam cost is about 75% to 80% of the cost of the CFR dam, depending on whether it is at Axis 2 or Axis 6. Based on this outcome and as discussed in the Conceptual Engineering Report (CER) (AECOM, 2017), an RCC dam at Axis 2 was carried forward as the preferred dam type and axis location for the Centennial Reservoir Project. This technical memorandum presents an OPCC for the RCC dam at Axis 2 and is based on the CER. The work for this OPCC was performed as authorized under Task Order No. 7, executed on August 30, 2016. 1.2 Scope of Work The scope of work for this OPCC technical memorandum includes the following tasks: Development of unit prices for major items of work based on current interpreted site conditions

and on costs from similar projects. Preparation of conceptual construction schedule. Preparation of Class 3 to 4 OPCC (as defined by the AACE). Preparation of this technical memorandum providing the basis for the OPCC. 1.3 Organization of Technical Memorandum After this introductory section, this technical memorandum is organized into the following sections: Section 2 discusses the RCC dam including foundation treatment, spillway, and outlet works. Section 3 discusses construction considerations, including a material balance diagram and work

breakdown structure. Section 4 describes the conceptual construction schedule. Section 5 describes the cost estimating methodology and basis for development of conceptual-

level OPCC for the RCC dam.


Introduction 1-2

Section 6 presents the summary and conclusions. Section 7 lists the references cited in the technical memorandum. 1.4 Limitations The estimate presented in this technical memorandum reflect a professional opinion of probable project construction cost, based on conceptual-level design layouts developed using currently available information on the surface and subsurface site conditions. AECOM represents that its services were conducted in a manner consistent with the standard of care ordinarily applied as the state of practice in the profession, within the limits prescribed by our client. No other warranties, either expressed or implied, are included or intended in this technical memorandum.


Description of Dam and Appurtenant Works

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2 Description of Dam and Appurtenant Works

The basis of design for the RCC dam and appurtenant works is discussed in the CER (AECOM, 2017). Exhibits 1 to 15 from the CER are included in this technical memorandum on the OPCC for ease of reference. This section discusses the project features as they pertain to developing the OPCC. 2.1 Foundation 2.1.1 Dam Foundation Objective and Surface Treatment

The dam site area is underlain by hard to very hard massive greenstone or meta-basalt and meta-volcanic breccia. The rock is variably weathered and fractured. All soils and any landslide debris will be removed from the dam foundation down to bedrock. The foundation objective is to found the RCC dam mainly on slightly weathered to fresh, hard rock. It is expected that some localized areas of moderately weathered rock will be present in the foundation. The estimated foundation surface for conceptual design is shown on Exhibit 2. Foundation surface treatment will include cleaning for geologic mapping, final foundation cleaning prior to RCC placement, and surface preparation. Surface preparation entails dental excavation to remove soil, highly weathered or crushed material in shear zones and joints, and backfilling the cleaned discontinuities and other open discontinuities with dental concrete. Due to the differential rock weathering, it is expected that the dam foundation surface will be irregular. Levelling concrete will be placed on the foundation to provide a platform to commence RCC placement. 2.1.2 Foundation Grouting and Drainage

Grouting will be needed to control seepage through the foundation rock. The profile of the grout curtain is shown on Exhibit 4. The grout curtain layout will include two grout curtains, 10 feet apart. The grout holes in each curtain would be angled 20 degrees in opposing directions to more effectively intersect the near-vertical rock discontinuities that are common at the site. The grout holes will be fanned at the ends of the dam to control seepage around the dam. The grout curtain will be located along a concrete plinth, anchored into the rock foundation, at the upstream toe of the dam as shown on Exhibits 5 and 6. The plinth will act as a grout cap and will be sealed against the upstream face of the RCC dam with two waterstops (Exhibit 10). This grout curtain location removes grouting activities from the critical path and can be undertaken as the dam is constructed. The grout curtain depths, measured perpendicular to the foundation surface, are summarized below: Left end of dam to Station 10+20: grout curtain depth is 65 feet Station 10+20 to Station 15+20: grout curtain depth is 100 feet Station 15+20 to Station 18+80: grout curtain depth is 135 feet Station 18+80 to right end of dam: grout curtain depth is 100 feet For conceptual engineering purposes, the maximum grout hole spacing will be 12 feet. Primary (P) holes will be spaced at 24 feet; secondary (S) holes will be split-spaced between the primary holes resulting in a 12-foot hole spacing (S holes will require grouting). Tertiary, quaternary, and higher-order holes will be drilled and grouted to achieve required grout closure criteria. For construction cost estimating, it was assumed that there will be 50% split-spaced (added) grout holes. Verification



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holes drilled between the two curtains will be water pressure–tested to confirm that specified hydraulic conductivity values have been achieved. The foundation for the RCC dam may include areas of fractured rock that could require consolidation grouting. The purpose of consolidation grouting is to strengthen the rock mass and increase the stiffness of the foundation. For conceptual design, the consolidation grouting would be done on a 10-foot by 10–foot grid, and the holes would be about 30 feet deep. Drain holes to control uplift pressures beneath the RCC dam will also be required. The conceptual design includes 3-inch vertical drain holes drilled from a gallery (Section 2.2.2) within the dam, spaced on 10-foot centers (Exhibits 5 and 6). The depth of the drain holes is taken as two-thirds of the grout curtain depth. The hole depths range from 90 feet deep at the bottom of the valley to 45 feet on the left side of the dam and 65 feet on the right side of the dam. 2.2 Conceptual Layout of Dam and Spillway 2.2.1 Dam and Spillway

The dam will have a maximum structural height of approximately 285 feet. Its 25-foot-wide, 1,600-foot-long crest will be at Elevation 1,878 feet. The estimated RCC dam volume is about 811,000 cubic yards. The conceptual plan of the RCC dam is shown on Exhibit 3, and the profile along the dam axis is shown on Exhibit 4. The cross-section of the dam will have a vertical upstream face and a 0.8H:1V stepped downstream face (Exhibits 5 and 6). Cross-sections of the dam at 100-foot intervals are shown on Exhibits 7 and 8. On the upstream and downstream sides of the dam, the RCC will be faced with conventional concrete or grout-enriched RCC (GE-RCC) placed at the same time as the RCC (Exhibits 5, 6 and 10). The spillway chute will have a reinforced conventional concrete facing (Exhibits 5 and 10). For construction cost estimating, rock for RCC aggregate was assume to be obtained from on-site rock borrow area. Cement (Type II/V, low alkali) and Class F fly ash will need to be imported to the RCC batch plant. The cement and fly ash will conform to specified ASTM standards, which will be certified by the manufacturer (through the supplier), and verified with supplied test data. The RCC dam will include a 204-foot-wide spillway integral with the body of the dam, aligned to discharge flows directly into the Bear River channel (Exhibit 3). The spillway crest allows for inclusion of a 4-foot bridge pier. The bridge across the spillway bay will be designed to allow for truck traffic (HS-20). The bridge will consist of two concrete box-girder spans resting on the pier (Exhibits 11 and 12). A stilling basin will be situated at the toe of the spillway to dissipate energy prior to releasing flows back to the river channel (Exhibit 5). Reinforced-concrete training walls will be constructed on each side of the spillway bay and stilling basin to contain the discharge flows. The stilling basin slab will be anchored into the rock foundation.



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2.2.2 Joint, Drain, and Gallery Details

The basic joint, drain, and gallery details are described below: Joints – Contraction joints will be formed within the RCC by “crack initiators” that extend

transversely from the upstream dam face (Exhibit 10). Contraction joints typically will be located not more than 80 feet apart and at sharp breaks in the foundation topography.

Contraction joint drains and RCC body drains near the upstream side of the dam will control potential seepage along lift lines and minimize uplift. Contraction joint drains – Four-inch-diameter formed contraction-joint drains will be centered

at the contraction joints in the upstream conventional concrete facing, and discharge into the gallery (Exhibits 4 and 10). Waterstops will be located just upstream of the contraction joint drains.

RCC Body drains – Three-inch-diameter body drains spaced on 10-foot centers will be drilled into the RCC from the dam crest and intersect the gallery (Exhibits 5 and 6).

Gallery – A 6-foot-wide by 9-foot-high drain galley will be formed in the RCC dam to collect seepage water from the foundation drains, contraction joint drains, and body drains.

2.3 Outlet Conduit The conduit will include a single low-level intake, located near the base of the dam, in accordance with NID’s requirements. At the outlet, the conduit could be configured with a bifurcation and a blind flange for potential future addition of a power plant at the downstream toe of the dam (Exhibit 9). The conceptual design includes a 10.5-foot-diameter low-level steel-lined outlet conduit cast into the body of the dam. Flows will be controlled by a 6.5-foot sleeve valve at the downstream end of the pipe. A slide gate at the upstream end of the conduit will be closed for conduit inspections. 2.4 Instrumentation Performance monitoring instrumentation will be included in the dam as shown on Exhibit 13 and described below: Reservoir level – A reservoir staff gauge, mounted on the upstream side of the dam, and an

electronic sensor will be used to record reservoir levels. Uplift – Uplift pressures at the base of the dam will be recorded by vibrating wire piezometers

installed in holes drilled from the gallery. Two vibrating wire piezometers will be installed at each location as a back-up in case one fails.

Seepage – V-notch weirs to measure seepage will be in the gallery gutters: one each for each abutment.

Crest movement – Survey monuments on the parapet wall will be spaced at 100-foot intervals along the wall.

Accelerographs – Accelerographs will be installed (a) on the dam crest at the maximum section; (b) on rock at the downstream toe near the maximum section; and (c) on rock on both abutments, beyond the end of the dam.

An Automated Data Acquisition System (ADAS) is included in the RCC Dam design. During construction, thermocouples will be used to record data on the RCC temperature.



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Construction Considerations and Work Breakdown Structure

3-1

3 Construction Considerations and Work Breakdown Structure 3.1 Material Balance Diagram The material balance diagram on Figure 3-1 shows the flow of materials from source to destination. It indicates the estimated amount of required rock borrow material, RCC dam quantities, excavated waste material to be disposed, and the amount of imported cement and fly ash. Estimates for material bulking and shrink factors are also indicated on the figure. Materials to be run through aggregate processing and RCC and concrete batch plants are also indicated. 3.2 Construction Considerations 3.2.1 Conceptual Construction Site Layout

Exhibit 15 shows conceptual locations for the main construction site features. These include the on-site rock borrow area, aggregate crushing and screening plant, disposal sites, RCC batch plant, conventional concrete batch plant, and the staging area. The staging area would contain the contractor and construction management offices, site geotechnical and RCC/concrete laboratory, fuel depot, and equipment laydown and storage areas. The conceptual locations of the site features were developed based on access and proximity to the dam site, and utilization of relatively flat topographical areas. The contractor will select its own construction site layout and plan. Conceptual layouts of the main on-site access routes are also shown on Exhibit 15. Two-lane all-weather road access will be needed from the aggregate crushing and screening plant area to the RCC batch plant site on the right abutment of the dam. This could consist of a haul road along the northern rim of the river canyon. Access from the rock borrow area to Disposal Site 1 would necessitate a temporary bridge or culvert crossing over the Bear River to the disposal site, similar to the existing crossing providing access to the Bear River Quarry downstream. 3.2.2 Mobilization and Demobilization

Mobilization expenses include contract administration, temporary facilities (e.g. site offices and materials laboratory), transporting equipment to the site, and contract execution costs. Expenses associated with contract administration include preparation of submittals, coordination and meetings, insurance, taxes, and bonds. Expenses associated with temporary facilities include costs to furnish and set up temporary facilities and utilities at the site preparatory to undertaking construction work. Also included are costs for transporting construction equipment to the site, unloading and assembly of the equipment. Expenses associated with contract execution include layout and survey and contract closeout. Demobilization expenses include equipment breakdown and load out and removing facilities from the site at the end of construction. 3.2.3 Site Development

Site development includes construction and improvement of existing access roads, layout and construction of new haul roads, environmental protection, erosion and sediment control, stripping of surface soils prior to excavation, and borrow area development. The dam foundation area will be cleared and grubbed. All vegetation, including trees, will be removed and stumps grubbed. Standard



3-2

Best Management Practices (BMPs) such as sedimentation ponds, straw wattles, and silt fences would be used to control sediment from entering the Bear River during construction. 3.2.4 River Diversion

Diversion of river flow through the dam site could be accomplished by a diversion structure (e.g., a box culvert) constructed in the river channel, or through a tunnel excavated in an abutment. The contractor will be responsible for the design of the river diversion system. When diversion is no longer necessary, the culvert or tunnel would be plugged, or converted into a permanent auxiliary outlet. The RCC dam would be placed on top of the culvert, if selected. A cofferdam will be needed to divert river flow through the culvert or tunnel. The concept for the Bear River diversion and flow management during construction is illustrated on Exhibit 14. This exhibit shows the profile of the RCC dam along the axis of the dam. Further details on the river diversion are included in the CER (AECOM, 2017). The diversion concept involves construction of a temporary reinforced-concrete box culvert aligned across the dam footprint, and through which river flow will be diverted for the duration of construction. The culvert will be capped, and encased in mass concrete. The mass concrete will be constructed sequentially as shown on Exhibit 14. The goal of this concept is to complete construction of the culvert and both portions of mass concrete in the summer of Construction Year 1, when river flow can be controlled to not exceed 150 cfs. If flood flows occur during the following winter that cannot be fully routed through the culvert, water will back up, and safely flow over the mass concrete. As RCC placement would be well underway in Year 2, the dam would not be significantly vulnerable to overtopping during the second winter (see Section 4). 3.2.5 Dam Site Preparation and Foundation Excavation

After site clearing (Section 3.2.3), the site will be excavated to the foundation level using bulldozers, front-end loaders, and excavators to load transport trucks that will haul the materials to disposal sites. Drilling and blasting are also expected to remove hard rock knobs. Approximately 600,000 cubic yards of materials will need to be excavated to reach foundation grade. Construction pricing assumptions for the dam foundation excavation and preparation work include the following: Foundation excavation was assumed to include large haul trucks and loader/excavator

equipment spreads. The RCC dam foundation excavation was assumed to require 25% drill and blast and 75%

mechanical excavation. There are two foundation clean-ups: (a) initial clean-up for foundation inspection and geologic

mapping and (b) final clean-up prior to placing leveling concrete and RCC. Grout curtain construction includes drill set-ups, drilling grout holes, water pressure tests, mixing

grout, grout injection into the drill holes, and verification holes.



3-3

Groundwater seepage areas would be controlled by routing the water to sumps. Pumps would be used to convey the water from the sumps to sedimentation tanks, where it will be tested to confirm that all state and local water quality standards are met before releasing it to the Bear River. 3.2.6 Foundation Grouting

Foundation curtain grouting may be performed from the plinth at the upstream toe of the dam as discussed in Section 2.1.2. Grouting operations (hole drilling and grout injection) would begin concurrently on both abutments after the excavation has been completed at those locations. Grouting would proceed upslope from the base of the abutment excavations. Grouting in the valley bottom would need to be coordinated with the excavation and diversion activities. Grouting from the gallery in the dam is an alternative, which could be done independently of the diversion. 3.2.7 Rock Borrow Materials and Aggregate Production

Clearing and grubbing operations for the rock borrow area would be the same as described above for the dam foundation. The rock borrow area would also need to be stripped of overburden and weathered rock to expose the underlying fresh rock. The rock borrow area would be excavated to form slopes as steep as 0.25H: 1V, with 10-foot-wide benches at 25-foot to 50-foot vertical intervals. Overburden and rock waste material would be hauled by trucks to nearby on-site disposal sites shown on Exhibit 15. The RCC aggregate production includes drill and blast excavation at the rock borrow area, crushing and screening, transporting and placing in stockpiles, loading from stockpiles, and hauling to the RCC batch plant at the top of the right abutment of the dam. The Material Balance Diagram (Figure 3-1) shows the aggregate that would be produced from the rock borrow area for RCC and conventional concrete. Rock slopes would be scaled to remove loose rock as the excavation proceeds. The floor of the borrow area would be sloped to drain at about a 2% grade. At the completion of rock borrow operations, restoration of the rock borrow area would entail spreading rock on the borrow area floor. Drainage ditches would also be constructed, and would remain on site for the long term. The rock slopes of the rock borrow area will remain in their excavated condition, and no post-excavation work is envisioned. The existing commercial quarry located south of the dam site could serve as an alternate source for RCC aggregate and concrete aggregate. Preliminary inquiries indicate that this quarry could potentially produce the quantities of rock that would be required by the project (AECOM, 2016). This material source could be cost-competitive with materials obtained from the on-site rock borrow area. Similar to the on-site rock borrow area, extensive additional quarry development (including stripping and access road construction) and stockpiling would be needed to meet the material demand within the contract schedule. Further consideration and comparison of the costs of using the commercial quarry versus on-site rock borrow sources is recommended as part of subsequent project studies. The comparison should include evaluation of relative risk, cost, permitting, and environmental considerations.



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3.2.8 Cement and Fly Ash

Portland cement and fly ash would be trucked to site in bulk cement carriers from supply depots in Sacramento (approximately 100 miles round trip) for RCC and conventional concrete batched on site. The cement would be transported to Sacramento by rail from either Redding or Southern California. Fly ash would be sourced from either Wyoming or Arizona, and would be transported to Sacramento by rail. For the conceptual RCC dam layout, approximately 69,000 tons of cement and 64,000 tons of fly ash would be imported to produce the required volume of RCC and conventional concrete (see Figure 3-1). The cement and fly ash would be trucked in bulk-cement carriers to silos at the RCC conventional concrete batch plants. The heaviest import period would be during the estimated almost 12-month RCC placement period (see Section 4), this would necessitate importing a combined total amount of about 122,000 tons of cement and fly ash. This works out to be about 480 tons per day of cement and fly ash. This hauling could potentially be limited to Monday through Friday during daylight hours if necessary. In that case, about six truck loads per day would be required, at about 80 tons per load. 3.2.9 RCC Placement

RCC construction assumes that the concrete aggregate will be obtained from the on-site rock borrow area shown on Exhibit 15. The RCC cost also includes mixing the aggregate, cement and fly ash, transporting the RCC mix to the dam by conveyor, spreading and leveling the RCC to 12-inch thick lifts, compacting with 10-ton smooth drum vibratory rollers. For conceptual engineering purposes, the cement and fly ash content were estimated to be 150 pounds per cubic yard (lbs/cy) each, for 300 lbs/cy total cementitious material for the 811,000 cy of RCC. The estimate assumes the conventional concrete facing and grout enriched RCC (GE-RCC) zones will be formed and placed simultaneously with the RCC placement and compaction. Water for RCC, concrete-batched on site, aggregate processing, dust control, soil compaction, and for other miscellaneous needs would be pumped from the Bear River to holding tanks. RCC would not be placed during rainy weather. During hot weather, RCC placement may be limited to night-time placements or the aggregates may need to be cooled for mixing to stay below maximum allowable temperature requirements. Cooling can be achieved by shading or water spraying the aggregate stockpiles and/or by liquid nitrogen injection in to the RCC mix. 3.2.10 Conventional Concrete

Conventional concrete (structural and mass) is required for the spillway, outlet works and slabs. For this OPCC, it was assumed that all conventional concrete would be batched on site. For the period when the RCC aggregate is being produced on site, aggregate would need to be imported for batching conventional concrete (see Figure 3-1). 3.2.11 Outlet and Intake Structures

The outlet conduit includes the steel conduit, intake trashrack, control gates and valves, and associated electrical and mechanical systems. Detailed conceptual design layouts were not developed for the outlet works structure at this stage of the project, so costs were estimated from experience on other similar projects.



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3.2.12 Instrumentation and SCADA

The RCC dam includes instrumentation to monitor dam performance such as piezometers, survey monuments, inclinometers, and accelerographs. An automated data acquisition system (ADAS) is also assumed, to transmit the data to a central receiving location. The dam also includes an allowance for supervisory control and data acquisition (SCADA) systems to operate the outlet works gates and valves. The estimate includes cost allowances for these systems based on experience on other similar projects. 3.2.13 Spoils Disposal

Exhibit 15 portrays potential on-site disposal locations. Approximately 2.1 million cubic yards of excavated materials from the dam foundation, rock borrow area stripping, rock quarrying, waste from aggregate processing, and dam foundation excavation would need to be wasted in the disposal sites (based on bulked volume in-place in the disposal sites). Storm runoff will be diverted around the disposal sites via rock-lined ditches. Erosion protection consisting of rock materials raked out by bulldozers to the exterior slopes of the disposal fills would be used for erosion protection during construction. Also, erosion control fabrics would be used to mitigate erosion. 3.3 Work Breakdown Structure The OPCC was developed by dividing the project into major features or cost categories. The assumptions for the cost items within the cost categories are indicated in the work breakdown structure (WBS) in Table 3-1. The WBS categories are listed below: WBS Category Description A Mobilization and DemobilizationB Site Development C River Diversion D Dam Foundation E RCC, Facing Concrete and GalleryF Spillway and Dam CrestG Spillway Bridge H Outlet and Intake Structures and PipeI Miscellaneous CivilJ Instrumentation and SCADA

Table 3.1 ‐ Work Breakdown Structure and Assumptions Category/Item

(WBS) No. Description Assumptions

A Mobilization & Demobilization

1 Mobilization & demobilization 10% of subtotal of Categories B to J.

B Site Development

2 Site preparation BMPs, site access roads, staging areas, staging areas.

3 Borrow area strippingStripping of overburden to disposal sites; assume 45 ft excavation depth for waste over 12 acres. 25% swell.

4 Quarry drill & blastFor RCC and conventional concrete aggregate; 15% swell, 70% yield; crushing plant set‐up. See Exhibit 15.

C River Diversion

5 Diversion during construction See Exhibit 14.6 Cofferdams ‐ upstream & downstream7 Dewatering To include installation and operation costs.

D Dam Foundation

8 Foundation excavation Assume 75% common; 25% drill/blast. Load and haul to disposal sites. See Exhibit 2.8.1 Foundation excavation ‐ common8.2 Foundation excavation ‐ rock

9 Initial cleaning Water and air lance for foundation inspection and geologic mapping.10 Final cleaning Water and air lance during leveling concrete and RCC placement. 11 Surface preparation Dental excavation, dental concrete, backfill concrete.12 Levelling concrete 30% of foundation area, average 6 ft thick.

13 Grout curtains2 lines, drilled from plinth at heel of dam, 65 to 135 ft deep. P and S holes at 12‐ft, plus 50% T and Q holes; See Exhibit 4.

14 Structural concrete ‐ grouting plinth Reinforced concrete, 4000 psi, batch on site. See Exhibit 10. 15 Grouting plinth anchors 20 ft embedment, 6‐in dia. hole, cement grouted.16 Consolidation grouting 30 ft deep holes, 30% of footprint, 10 x 10 ft pattern.

17 Drain holesDrill from gallery, 3‐in dia., 2/3 grout hole depth into foundation plus through RCC below gallery, 10 ft o.c.

E RCC, Facing Concrete & Gallery

18 RCC, facing concrete & gallery

12‐inch lifts, 10‐ton vib. roller compaction. Conventional concrete facing in spillway and GE‐RCC facing elsewhere. RCC aggregate from on‐site rock borrow, crush, screen. See Exhibits 3, 5, 6, & 10.

19 Cement for RCC ‐ Type II 150 lbs/cy of RCC.20 Class F fly ash for RCC 150 lbs/cy of RCC.

F Spillway & Dam Crest

21 Spillway & stilling basin walls Reinforced concrete, 4000 psi, batch on site.22 Stilling basin slab Reinforced concrete, 4000 psi, batch on site.23 Crest slab Reinforced concrete, 4000 psi, batch on site.24 Parapet walls Reinforced concrete, 4000 psi, batch on site.25 Stilling basin anchors 20 ft embedment, 6‐in dia. hole, cement grouted.

G Spillway Bridge

26 Deck & pier Segmental, pre‐fab box girder bridge. See Exhibits 11 & 12.

H Outlet & Intake Structures & Pipe

27 Outlet structure Reinforced concrete structure. See Exhibit 9.28 Outlet chute walls Reinforced concrete, 4000 psi, batch on site29 Outlet chute slab Reinforced concrete, 4000 psi, batch on site30 Outlet chute anchors 20 ft embedment, 6‐in dia. hole, cement grouted.31 Steel outlet pipe Steel liner with concrete surround; 10.5 ft. dia., 0.5‐inch thick, welded.32 Intake/trashrack Steel bar trashrack.33 Mechanical (gates, valves, actuators, ventilation) Upstream guard valves; downstream control valves.34 Electrical controls and lighting

I Misc. Civil

35 Backfill Replace fill from disposal sites; compacted.36 Roadways Light duty, paved maintenance roads.37 Gallery portals Concrete and doorways.38 Heavy riprap On‐site rock borrow area.39 Site Restoration Grading, seeding.

J Instrumentation & SCADA

40 Instrumentation & ADAS See Exhibit 13.41 SCADA


Construction Schedule 4-1

4 Construction Schedule 4.1 General Figure 4-1 presents a conceptual construction schedule for the RCC dam. There are many ways to approach the construction of the RCC dam and its appurtenant works. The schedule represented on Figure 4-1 is our conceptual assessment of how the work could be executed. Many variables were considered in preparation of the construction schedule including productivities (which depend on crew sizes, equipment spreads, access conditions, etc.), approaches to sequencing of activities, number of shifts per day and days per work week, and other factors. The resulting construction schedule is approximate, consistent with the conceptual level of the corresponding OPCC. The schedule focuses on the major activities most likely to influence the total construction durations. For this conceptual level estimate, durations of construction were estimated for the major work activities based on the work quantities and typical productivity rates. Productivity rates were estimated based on experience on other projects of similar type and magnitude. The overall estimated durations consider the logical sequence of work activities, accounting for concurrency of activities where appropriate, and also account for inefficiencies. General assumptions include the following: No excessively rainy weather Work performed up to six days per week, two shifts per day No overly restrictive constraints on trucking materials to the site Dam foundation excavation: 15,000 cy per week Foundation grouting (drilling and grouting): 600 lf per week for each drill rig and grout plant. RCC construction: 16,000 cy per week 4.2 Discussion The critical path, shown on Figure 4-1, is expected to be through excavation of the right abutment in preparation for diversion. Mass concrete would then be placed in the lower right abutment along with the diversion conduit. After the river has been diverted through the conduit in the lower right abutment concrete block, the critical path will continue through excavation in the lower left abutment and river channel area. Once mass concrete has been placed above the top of the diversion conduit, RCC placement would be initiated and continue to the top of the dam, followed by concrete placement for the spillway. For estimating purposes, key elements of the schedule are discussed below for Years 1 to 3: Year 1: Following mobilization in early March of Year 1, construction work would begin primarily on the right side of the river channel in preparation for diversion in October of Year 1. Year 1 work includes site preparation, rock borrow area development for aggregate production, setting up the


Construction Schedule 4-2

plant for RCC aggregate production, foundation excavation in the both abutments, initial clean–up for inspection and geologic mapping and installing the outlet pipe in the lower right abutment. Grouting of both abutments would begin in Year 1, with a drill rig and grout plant on each abutment. Foundation grouting for the RCC dam has been designed so that it can be completed off of the critical path for construction. Grouting on the abutments would be conducted following excavation but prior to final foundation cleaning and preparation. Grouting beneath the central portion of the dam in the river channel area could be performed from inside the gallery within the dam (see Section 3.2.6). Year 2: RCC plant set-up is scheduled for the beginning of Year 2. The schedule was estimated assuming that RCC placement could begin in March of Year 2 to take advantage of the dry season. Productivity would drop during the rainy season at the end of Year 2 through completion of RCC placement at the beginning of Year 3. Once the RCC placement reaches the same elevation as the diversion conduit, RCC and facing concrete construction would proceed across the full width of the dam in continuous lifts all the way up to the crest. The total estimated duration for RCC and concrete facing construction is estimated at 12 months, based on an average RCC placement rate of about 16,000 cy per week (about 3,000 cy per day, double shift), working six days per week. Concurrent with RCC placement, installation of foundation piezometers and final foundation clean-up and placement of leveling concrete would occur. Grouting would be completed in Year 2. Procurement for the gates and valves would be initiated at the end of Year 2. Year 3: Concrete for the spillway and stilling basin walls and the outlet structure would be placed in Year 3 after the RCC has been completed. The spillway bridge would be fabricated and installed in Year 3. Mechanical and electrical systems would be installed in Year 3. Foundation drain hole drilling from the gallery and miscellaneous civil works (e.g., completion of access roads and placement of backfill and riprap) would be finished. Site restoration and demobilization would be the final activities to complete construction. It is estimated that the RCC dam could be constructed to substantial completion in about 2½ years.


Construction Cost Estimate 5-1

5 Construction Cost Estimate This section describes the cost estimating methodology and basis for development of conceptual-level OPCC for the RCC dam. 5.1 Pricing The conceptual level OPCC presented in this technical memorandum is generally consistent with Class 3 to 4 estimates, which are described by the AACE International (2011) as shown in Table 5-1. Table 5-1. AACE Classes

Class 4 Estimate Class 3 Estimate “Class 4 estimates are generally prepared based on limited information and subsequently have fairly wide accuracy ranges. They are typically used for project screening, determination of feasibility, concept evaluation, and preliminary budget approval. Typically, engineering is from 1% to 15% complete.”

“Class 3 estimates are generally prepared to form the basis for budget authorization, appropriation, and/or funding. As such, they typically form the initial control estimate against which all actual costs and resources will be monitored. Typically, engineering is from 10% to 40% complete.”

“Typical accuracy ranges for Class 4 estimates are -15% to -30% on the low side, and +20% to +50% on the high side.”

“Typical accuracy ranges for Class 3 estimates are -10% to -20% on the low side, and +10% to +30% on the high side.”

The conceptual level Class 3 to 4 OPCC presented in this technical memorandum is expected to fall within a range from 15% on the low side to 20% on the high side. Costs were estimated based on historical and database unit prices. Other elements not detailed in the conceptual designs were priced as lump sum allowances in the estimated construction cost based on experience on similar projects. Construction costs from similar projects were considered in developing the estimate, including projects under construction and already completed. Some preliminary contacts with material suppliers and contractors were also utilized to develop the OPCC. Conceptual pricing for project features is based on the quantity estimates for each item identified in each feature. An experienced cost estimator with construction and hard dollar contract bid experience prepared the OPCC, using logic, methods, and procedures that are typical for the heavy civil construction industry. The OPCC is presented in current (2017) dollars and is based on the assumption that the project will be bid in an open, competitive procurement process utilizing industry standard specifications. Construction costs for the features and items were estimated by developing unit costs and multiplying these by the estimated quantities. Unit prices in the OPCC were based on recently completed similar work and checked using the labor and equipment rates from the U.S. Army Corps



of Engineers (USACE) Region VII Construction Equipment Ownership and Operation Expense Schedule (USACE, 2014). Vendor quotes were used for materials obtained off-site. Concrete costs were based on the use of an on-site concrete batch plant. Cost breakdowns are presented in Appendix A. Mobilization was assumed to be approximately 7% of the construction cost. Direct and indirect costs were estimated for each of the main work items of the project. The direct costs include the quantity of work, labor, equipment, material and other costs estimated for each item. The general requirements of the contract (supervision and office staff, offices, utilities, etc.) are estimated to be about 20% of the direct construction cost. The contractor’s markup includes general and administrative costs (G&A) and profit. G&A covers home office overhead cost and typically is in the range of 3 to 5% of the total direct construction cost. G&A costs were assumed to comprise 5% of the total estimated direct construction cost and profit was assumed to be 10% of the total estimated direct construction cost. For subcontracted work (e.g., grouting), general requirements were assumed to be 10% and markup was assumed to be 10% of the direct construction cost. Prevailing wage (Davis-Bacon) rates were used to estimate labor costs. The direct and indirect costs (general requirements and markup) were added together to arrive at total unit costs. All pricing assumes that the contractor is qualified and experienced in the construction of large engineered RCC dams. The OPCC also assumes that the contractor will calculate and offer construction pricing from an open and competitive design-bid-build approach under one general construction contract. 5.2 Quantity Estimates The major project features were identified and broken down into separate work items for which quantities were then estimated for construction costing. The quantity estimates are dependent on the level of conceptual design detail discussed in Section 2. Quantities were estimated for major items based on conceptual layouts as shown on Exhibits 1 to 15. At the conceptual design level, the focus is on major features and related items of work. For development of the OPCC, the earthwork quantities (foundation excavation and RCC) were calculated from the estimated conceptual design exhibits using average end area methods for sections cut on 100-foot spacing. The dam foundation excavation surface was modeled using Auto CAD Civil 3D. The quantities represent in-place volumes, either in-situ or in-dam, as appropriate. 5.3 Design Contingency The OPCC presented in this technical memorandum includes items, quantities, requirements and constraints that have not been fully identified, or else are not fully investigated or designed. In later stages of design, the scope of the project also tends to expand as more detail is developed and as regulatory agencies undertake more detailed reviews. To account for the items that have not yet been fully developed, a design contingency allowance has been included in the OPCC. The amount of design contingency reflects the degree of risk associated with uncertainties, particularly with respect to geotechnical conditions, as well as the completeness of the design detail. The design contingency is based on, and added to, the subtotal of construction costs because it



represents an unknown portion of the total estimated construction cost. The recommended design contingency normally decreases as the project design advances, more information becomes available, project requirements become better defined, and more design detail is captured in the subtotal of construction costs. The OPCC presented in this technical memorandum include a design contingency, incorporated as an integral part of the estimated construction cost to accommodate those features and items of the work that cannot yet be fully assessed due to the conceptual level of the current design. Contingency amounts were estimated for each line item as shown in Appendix A, and then rolled up into each work category. The contingency amounts were based on an assessment of uncertainty in quantities and costs. The overall (weighted average) contingency was approximately 24%. This level of contingency is consistent with an AACE Class 3 to 4 cost estimate (AACE, 2011). 5.4 Allowances and Exclusions In order to evaluate potential project costs, allowances for design engineering, construction management, and engineering services during construction should be considered. These can be approximated as percentages of the total construction cost, based on recent experience with similar large infrastructure projects in California. Typical ranges for these costs are as follows, depending in large part on the specific project details and total costs: Design engineering: 5 to 8% Construction management and engineering services during construction: 8 to 10% Other potential project costs not directly related to the dam construction are also excluded from the OPCC presented in this technical memorandum. These include NID’s project management and administration costs, reservoir clearing, land acquisition, legal, permitting, environmental review and documentation, and mitigation. In addition, potential construction cost growth due to change orders is not included in this OPCC. Typical budgetary allowances for such costs can amount to 10% to 15% of the total construction cost, particularly for projects that involve relatively large amount of geotechnical construction. 5.5 Opinion of Probable Construction Cost The conceptual design level OPCC for the RCC dam are summarized in Table 5-2. The OPCC details are presented in Appendix A, which includes the development of unit prices. The cost breakdown is presented for each of the categories and features described in Section 3.3. As stated above, the recommended design contingency attributed to each line item of the OPCC is shown in Appendix A. Although the project construction is anticipated to occur a number of years in the future, the OPCC presented in this technical memorandum was prepared in 2017 dollars. No attempt was made to predict future escalation of construction costs. Potential issues that could impact future construction costs include changes in the construction industry bidding climate at the time the work is actually bid, increases in prevailing wage rates, and unpredictable fluctuations in material, equipment, and/or fuel prices.



Table 5-2. Opinion of Probable Construction Cost Summary

WBS Category Description Category Total

Category % of Total

A Mobilization and Demobilization $18,737,000 7.3% B Site Development $21,497,000 8.4% C River Diversion $2,600,000 1.0% D Dam Foundation $41,862,000 16.3% E RCC, Facing Concrete and Gallery $136,325,000 53.3% F Spillway and Dam Crest $12,766,000 5.0% G Spillway Bridge $2,340,000 0.9% H Outlet and Intake Structures and Pipe $14,759,000 5.8% I Miscellaneous Civil $3,224,000 1.3% J Instrumentation and SCADA $1,950,000 0.8% Total OPCC $256,059,000 100.0% Estimated Range - Low (-15%) $217,685,000 Estimated Range - High (+20%) $307,320,000

As shown in Table 5-2, about 70% of the cost is driven by dam foundation (primarily excavation and grouting) and RCC construction. The estimated low range (-15%) and estimated high range (+20%) of the OPCC indicated in the table are based on the discussion in Section 5.1. Bids are expected to fall with in this range. Based on the approximate percentages indicated in Section 5.4, the total costs for design engineering, construction management, and engineering services during construction are estimated to be roughly $30 to $50 million.


Summary and Conclusions 6-1

6 Summary and Conclusions

This technical memorandum presents an opinion of the probable construction cost (OPCC) for the RCC dam for the Centennial Reservoir Project. The OPCC was developed based on the CER (AECOM, 2017). As part of preparing the OPCC, conceptual level construction schedule was prepared. The schedule focuses on the major construction activities and provides an estimate of the total construction durations based on the current level of project development. The schedule indicates that the RCC dam could potentially be constructed in about 2½ years. The conceptual-level OPCC presented in this technical memorandum is consistent with Class 3 to 4 estimates as described by the AACE (2011). The OPCC for the RCC dam is in 2017 dollars. The OPCC in this technical memorandum is expected to fall within a range from 15% on the low side to 20% on the high side. The OPCC includes approximately 24% design contingency, to accommodate those items of the work that have not been defined at the current conceptual level of design development. This level of contingency is consistent with an AACE Class 3 to 4 cost estimate. The OPCC for the RCC dam and appurtenances is summarized below: - Opinion of Probable Construction Cost: $256 million - Estimated Range - Low (-15%): $218 million - Estimated Range - High (+20%): $307 million The OPCC (“best estimate”) is nearly the same as that presented in AECOM (2016). The OPCC presented in this technical memorandum is expected to change once the dam foundation and rock borrow conditions are further defined and design details are developed. Allowances are suggested for non-construction project costs including design engineering, construction management, and engineering services during construction. Other expected project costs, which are excluded from this OPCC, but should be considered by NID, include NID project administration and management, reservoir clearing, land acquisition, legal, permitting, environmental review studies, and mitigation. Potential cost growth during construction due to unexpected changes and unforeseen conditions is also excluded from this OPCC but should be considered in NID’s future budget planning for the project. In addition to further development of the dam and foundation designs, other important design elements will need to be considered and further developed as the project is advanced. These design elements, which would affect the overall project cost and schedule, include the following: Configuration of the spillway and outlet works, hydraulic design and reservoir operational

requirements; Foundation excavation and shaping; and Diversion and cofferdam design requirements, including expected operations of Rollins Reservoir

during construction.


Summary and Conclusions 6-2



References 7-1

7 References

AECOM, 2016, Nevada Irrigation District, Centennial Reservoir Project, Conceptual-level Opinion of Probable Construction Cost, August 17.

AECOM, 2017, Nevada Irrigation District, Centennial Reservoir Project, Conceptual Engineering Report, Draft, April 14.

AACE International, Recommended Practice 18R-97, 2011, Cost Estimate Classification System, Rev. Nov. 29.

U.S. Army Corps of Engineers (USACE), 2014, Construction Equipment Ownership and Operation Expense Schedule, Region VII, EP-1110-1-8, Volume 7, April.


References 7-2



Figures 1

Figures


Figures 2


URS Oakland CA 3/23/2017 USER Benjamin.kozlowicz PATH L:\Projects\GIS\Projects\NID_Centennial_Dam\02_Maps\02_Map_Production_and_Reports\CER\Figure1-1_Project_Location_Map.mxd

Nevada Irrigation DistrictCentennial Reservoir Project60519386

FIGURE 1-1Project Location Map

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Nevada Irrigation DistrictCentennial Reservoir Project60519386

FIGURE 1-2Centennial Reservoir Plan

80

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**Note: North Rock Borrow Area, South Rock BorrowArea and Bear River Quarry extents are approximate only.

Magnolia

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ID Task Name Duration WBS ID

1 NTP 0 wks ‐

2 Mobilization 8 wks 13 Site Preparation 28 wks 24 Borrow Area Stripping 20 wks 35 Aggregate Production 52 wks 46 Excavation ‐ Right Abutment 18 wks 87 Grout Right Abutment 38 wks 13‐168 Excavation ‐ Left Abutment 18 wks 89 Grout Left Abutment 42 wks 13‐1610 Main Cofferdam and River Diversion 6 wks 5,611 Excavation and Construction of Box Channel 8 wks 5,712 Concrete Encasement for Box Channel & Outlet Pipe 4 wks 5,2913 Grout Channel 8 wks 13‐1614 Reroute River through Box Channel 4 wks 515 Excavation of Main Cofferdam/River Channel for Left

Abutment Foundation6 wks 5

16 Place Left Side Mass Concrete 12 wks 5,617 Grout Remaining Channel 15 wks 13‐1618 Foundation Cleaning (initial & final) & Surface Prep 78 wks 9‐1119 Levelling Concrete 52 wks 1220 RCC Plant and Conveyor System Setup 8 wks 1821 RCC/Facing Concrete 50 wks 1822 Haul Cement and Fly Ash 50 wks 19,2023 Drain Holes 13 wks 1724 RCC Plant and Conveyor System Demobilization 4 wks 1825 Concrete for Spillway, Crest, Slab & Anchors 20 wks 21‐2426 Outlet & Intake Structures 20 wks 26‐28,3027 Spillway Bridge Fabrication and Installation 20 wks 2528 Mechanical Procurement (gates/valves) 26 wks 3129 Mechanical Installation(gates/valves) 9 wks 3130 Electrical 8 wks 3231 Misc. Civil 23 wks 33‐3632 Instrumentation ‐ Piezometers 35 wks 3833 Instrumentation ‐ ADAS, Survey Monuments & SCADA 8 wks 38,3934 Bulkhead and Backfill Box Channel 4 wks 535 Substantial Completion 0 wks ‐

36 Demobilization & Site Restoration 11 wks 1,37

1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12Year 1 Year 2 Year 3 Y

Task Milestone Intermittent Task Critical Task

Figure 4‐1 Construction Schedule (Conceptual)

Project: 20160412_Draft‐1_SchedDate: Mon 5/15/17


Exhibits 1

Exhibits


Exhibits 2


CENTENNIAL RESERVOIR PROJECT

300 Lakeside Dr., Suite 400Oakland, CA 94612

EXHIBIT 1

Exhibits

May 2017

List of Exhibits

1 COVER SHEET2 EXCAVATION PLAN3 PLAN OF DAM4 DAM PROFILE5 MAXIMUM SPILLWAY SECTION AND CREST DETAIL6 NON-OVERFLOW SECTIONS7 DAM SECTIONS - 18 DAM SECTIONS - 29 OUTLET WORKS PLAN AND PROFILE10 MAIN DETAILS11 SPILLWAY BRIDGE PLAN AND ELEVATION12 SPILLWAY BRIDGE SECTIONS13 INSTRUMENTATION PLAN AND TYPICAL SECTION14 DIVERSION CONCEPT15 CONSTRUCTION SITE LAYOUT - CONCEPT PLAN

Exhibit No. Title

LOCATION MAP0 10

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Nevada Irrigation District1036 W. Main Street

Grass Valley, CA 95945

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THIS DRAWING TO BE READ IN CONJUNCTION WITH THE COMPLETE PROJECT DOCUMENTATION SET INCLUDING THE SPECIFICATIONS.

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Nevada IrrigationDistrict

Centennial Reservoir Project

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MAXIMUM SPILLWAY SECTIONAND CREST DETAIL

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OUTLET WORKS PLAN AND PROFILE EXHIBIT 9

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MAIN DETAILS EXHIBIT 10

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INSTRUMENTATION PLAN ANDTYPICAL SECTION

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Exhibits 18



Appendix ACost Estimate Back-up - Roller

Compacted Concrete Dam

A-1

Appendix A. Cost Estimate - Roller Compacted Concrete Dam


Appendix ACost Estimate Back-up - Roller

Compacted Concrete Dam

A-2


NID CENTENNIAL RESERVOIR PROJECT

Opinion of Probable Construction Cost (AACE Class 3‐4), 5/12/17

Base Year: 2017

Axis: 2

Dam Type: RCC

Category/Item

(WBS) No. Description

Est. Pay

Quantity Units Unit Price Extension % Contingency

Contingency

Amount

Extension +

Contingency

Line Item % of

Total Category Total

Category % of

Total

A Mobilization & Demobilization 18,736,890$ 0% ‐$ 18,736,890$ 18,736,890$ 7.3%

1 Mobilization & demobilization 1 LS 18,736,890$ 18,736,890$ 0.0% ‐$ 18,736,890$ 7.3%

B Site Development 15,942,500$ 34.8% 5,554,875$ 21,497,375$ 21,497,375$ 8.4%

2 Site preparation 1 LS 500,000$ 500,000$ 30.0% 150,000$ 650,000$ 0.3%3 Borrow area stripping 900,000 cy 10.50$ 9,450,000$ 35.0% 3,307,500$ 12,757,500$ 5.0%4 Quarry drill & blast 705,000 cy 8.50$ 5,992,500$ 35.0% 2,097,375$ 8,089,875$ 3.2%

C River Diversion 2,000,000$ 30% 600,000$ 2,600,000$ 2,600,000$ 1.0%

5 Diversion during construction 1 LS 1,000,000$ 1,000,000$ 30.0% 300,000$ 1,300,000$ 0.5%6 Cofferdams ‐ upstream & downstream 1 LS 500,000$ 500,000$ 30.0% 150,000$ 650,000$ 0.3%7 Dewatering 1 LS 500,000$ 500,000$ 30.0% 150,000$ 650,000$ 0.3%

D Dam Foundation 32,743,000$ 28% 9,118,850$ 41,861,850$ 41,861,850$ 16.3%

8.1 Foundation excavation ‐ common 450,000 cy 11.00$ 4,950,000$ 30.0% 1,485,000$ 6,435,000$ 2.5%8.2 Foundation excavation ‐ rock 150,000 cy 21.50$ 3,225,000$ 30.0% 967,500$ 4,192,500$ 1.6%9 Initial cleaning 30,000 sy 20.00$ 600,000$ 10.0% 60,000$ 660,000$ 0.3%10 Final cleaning 30,000 sy 20.00$ 600,000$ 10.0% 60,000$ 660,000$ 0.3%11 Surface preparation 30,000 sy 25.00$ 750,000$ 25.0% 187,500$ 937,500$ 0.4%12 Levelling concrete 18,000 cy 280.00$ 5,040,000$ 30.0% 1,512,000$ 6,552,000$ 2.6%

13 Grout curtains 41,000 lf 155.00$ 6,355,000$ 35.0% 2,224,250$ 8,579,250$ 3.4%14 Structural concrete ‐ grouting plinth 4,500 cy 1,230.00$ 5,535,000$ 20.0% 1,107,000$ 6,642,000$ 2.6%15 Grouting plinth anchors 6,400 lf 205.00$ 1,312,000$ 20.0% 262,400$ 1,574,400$ 0.6%16 Consolidation grouting 24,000 lf 105.00$ 2,520,000$ 35.0% 882,000$ 3,402,000$ 1.3%17 Drain holes 16,000 lf 116.00$ 1,856,000$ 20.0% 371,200$ 2,227,200$ 0.9%

E RCC, Facing Concrete & Gallery 109,060,000$ 25% 27,265,000$ 136,325,000$ 136,325,000$ 53.2%

18 RCC, facing concrete & gallery 811,000 cy 108.00$ 87,588,000$ 25.0% 21,897,000$ 109,485,000$ 42.8%19 Cement for RCC ‐ Type II 61,000 ton 210.00$ 12,810,000$ 25.0% 3,202,500$ 16,012,500$ 6.3%20 Class F fly ash for RCC 61,000 ton 142.00$ 8,662,000$ 25.0% 2,165,500$ 10,827,500$ 4.2%

F Spillway & Dam Crest 10,464,400$ 22% 2,301,225$ 12,765,625$ 12,765,625$ 5.0%

21 Spillway & stilling basin walls 3,650 cy 1,230.00$ 4,489,500$ 25.0% 1,122,375$ 5,611,875$ 2.2%22 Stilling basin slab 3,260 cy 740.00$ 2,412,400$ 25.0% 603,100$ 3,015,500$ 1.2%23 Crest slab 1,500 cy 740.00$ 1,110,000$ 15.0% 166,500$ 1,276,500$ 0.5%24 Parapet walls 650 cy 1,250.00$ 812,500$ 10.0% 81,250$ 893,750$ 0.3%25 Stilling basin anchors 8,000 lf 205.00$ 1,640,000$ 20.0% 328,000$ 1,968,000$ 0.8%

G Spillway Bridge 1,800,000$ 30% 540,000$ 2,340,000$ 2,340,000$ 0.9%

26 Deck & pier 4,000 sf 450.00$ 1,800,000$ 30% 540,000$ 2,340,000$ 0.9%

H Outlet & Intake Structures & Pipe 11,379,000$ 30% 3,379,600$ 14,758,600$ 14,758,600$ 5.8%

27 Outlet structure 1 LS 2,500,000$ 2,500,000$ 35.0% 875,000$ 3,375,000$ 1.3%28 Outlet chute walls 1,300 cy 1,230.00$ 1,599,000$ 30.0% 479,700$ 2,078,700$ 0.8%29 Outlet chute slab 1,100 740.00$ 814,000$ 30.0% 244,200$ 1,058,200$ 0.4%30 Outlet chute anchors 4,400 lf 205.00$ 902,000$ 20.0% 180,400$ 1,082,400$ 0.4%31 Steel outlet pipe 350 lf 3,040.00$ 1,064,000$ 20.0% 212,800$ 1,276,800$ 0.5%32 Intake/trashrack 1 LS 750,000$ 750,000$ 35.0% 262,500$ 1,012,500$ 0.4%33 Mechanical (gates, valves, actuators, ventilation) 1 LS 3,000,000$ 3,000,000$ 30.0% 900,000$ 3,900,000$ 1.5%34 Electrical controls and lighting 1 LS 750,000$ 750,000$ 30.0% 225,000$ 975,000$ 0.4%

I Misc. Civil 2,480,000$ 30% 744,000$ 3,224,000$ 3,224,000$ 1.3%

35 Backfill 125,000 cy 10.40$ 1,300,000$ 30.0% 390,000$ 1,690,000$ 0.7%36 Roadways 1 LS 250,000$ 250,000$ 30.0% 75,000$ 325,000$ 0.1%37 Gallery portals 1 LS 250,000$ 250,000$ 30.0% 75,000$ 325,000$ 0.1%38 Heavy riprap 3,000 cy 60.00$ 180,000$ 30.0% 54,000$ 234,000$ 0.1%39 Site Restoration 1 LS 500,000$ 500,000$ 30.0% 150,000$ 650,000$ 0.3%

J Instrumentation & SCADA 1,500,000$ 30% 450,000$ 1,950,000$ 1,950,000$ 0.8%

40 Instrumentation & ADAS 1 LS 750,000$ 750,000$ 30.0% 225,000$ 975,000$ 0.4%41 SCADA 1 LS 750,000$ 750,000$ 30.0% 225,000$ 975,000$ 0.4%

Total Estimated Construction Cost (2017 dollars) 206,105,790$ 49,953,550$ 256,059,340$ 100.0% 256,059,340$ 100.0%

Overall Design Contingency 24.2% 256,059,340$ Note: See Tech Memo for cost exclusions.

Opinion of Probable Construction Cost 256,100,000$

Estimated Range ‐ Low (‐15%) 217,685,000$

Estimated Range ‐ High (+20%) 307,320,000$

UNIT PRICESDirect and Indirect cost

No. Description UOMPay

Quantity

Direct Cost ($)

General Req'mts Markup

Estimated Unit Price

($)

2.0 SITE CONSTRUCTION

2300.0 EARTHWORK

2305.1 cubic yard 705,000 4,375,656 875,131 656,348 5,907,135

6.21 20% 15% 8.38

2305.2 cubic yard 150,000 1,168,016 233,603 175,202 1,576,822

7.79 20% 15% 10.51

2306.1 cubic yard 705,000 6,226,942 1,245,388 934,041 8,406,371

8.83 20% 15% 11.92

2315.1 cubic yard 450,000 3,685,581 737,116 552,837 4,975,535

8.19 20% 15% 11.06

2315.2 cubic yard 900,000 7,027,504 1,405,501 1,054,126 9,487,131

7.81 20% 15% 10.54

2500.0 UTILITY SERVICES

2510.0 lineal foot 350 787,996 157,599 118,199 1,063,795

2,251.42 20% 15% 3,039.42

2600.0 DRAINS

2620.0 lineal foot 16,000 1,372,322 274,464 205,848 1,852,634

85.77 20% 15% 115.79

3.0 CONCRETE

3200.0 CONCRETE REINFORCEMENT

3210.0 lineal foot 18,800 2,854,982 570,996 428,247 3,854,226

151.86 20% 15% 205.01

3300.0 CAST IN PLACE CONCRETE

3310.1 cubic yard 1,500 820,965 164,193 123,145 1,108,303

547.31 20% 15% 738.87

3310.2 cubic yard 12,850 11,683,904 2,336,781 1,752,586 15,773,270

909.25 20% 15% 1,227.49

3600.0 GROUTS

3610.0 lineal foot 41,000 5,233,930 523,393 523,393 6,280,716

127.66 10% 10% 153.19

3615.0 lineal foot 24,000 2,051,255 205,125 205,125 2,461,505

85.47 10% 10% 102.56

3700.0 MASS CONCRETE

3701.0 cubic yard 18,000 3,685,558 737,112 552,834 4,975,503

Outlet Conduit Welded Steel Pipe 10' Diameter x .5 Wall

Structure Concrete Wall and Top

Drill and Blast Dam Foundation: 25% Rock, Swell 15% Assume: 10' x 10' drill pattern (100 SF), drill length 20', 41/2" drill hole

Quarry Excavate, Size, Crush, Screen and Stockpile Aggregate Swell 15%, Yield 70%

Dam Foundation: Excavate, Load, Swell 15% Haul to Waste 5,000'

Drill and Blast Quarry: 100% Rock, Swell 15%, Yield 70% Assume: 10' x 10' drill pattern (100 SF), drill length 20', 41/2" drill hole

Drain Holes

Quarry Overburden: Excavate, Load, Swell 15% Haul to Waste 5,000'

Steel Anchors 20' Each

Structure Concrete Slab

Leveling Concrete

Grout Curtain

Consolidation Grout

UNIT PRICESDirect and Indirect cost

No. Description UOMPay

Quantity

Direct Cost ($)

General Req'mts Markup

Estimated Unit Price

($)

204.75 20% 15% 276.42

3702.1 cubic yard 811,000 64,735,450 12,947,090 9,710,317 87,392,857

79.82 20% 15% 107.76

3702.2 ton 61,000 9,482,847 1,896,569 1,422,427 12,801,843

155.46 20% 15% 209.87

3702.3 ton 61,000 6,408,447 1,281,689 961,267 8,651,403

105.06 20% 15% 141.83

Cement

Pozzolan

Roller Compacted Concrete w/ Facing Concrete & Gallery

Leveling Concrete

Estimated Direct CostEffective Date: March 2017

Pay Estimated Straight Time Over Time Hour Day Working

2305.1 UOM Quantity Quantity Hours Hours Production Unit Production Unit Days

cubic yard 705,000 1,053,975 8 2 450.0 cubic yard 4,500 cubic yard 234

Straight Time Over Time Equipment Other Total Total Total Total Total Permanent Total Unit

Unit Unit Number Rate Rate Rate Unit Cost Equipment Straight Time Over Time Labor Equipment Material Subcontract Supplies Direct Cost Price

ID Measure Units ($) ($) ($) ($) Hours Hours Hours ($) ($) ($) ($) ($) ($) ($)

Equipment:

Rotary Blasthole 6" to 18" Truck Mounted 95 hour 1 218.72 2,342 512,288 512,288 0.73

Truck Trailer Flatbed 40 Ton 288 hour 1 7.82 2,342 18,325 18,325 0.03

Truck 3/4 Ton 4x4 300 hour 1 14.26 2,342 33,390 33,390 0.05

Truck Highway 50,000 GVW 303 hour 1 54.18 2,342 126,899 126,899 0.18

Integrated Toolcarrier IT38 344 hour 1 66.48 2,342 155,707 155,707 0.22

0.00

Labor: 0.00

Equipment Operator Other 24 hour 2 79.58 98.18 3,747 937 390,185 390,185 0.55

Laborer 28 hour 5 60.42 75.32 9,369 2,342 742,522 742,522 1.05

Truck Driver over 13 CY to 35 CY 32 hour 1 71.10 87.05 1,874 468 173,995 173,995 0.25

Foreman 34 hour 1 89.11 111.11 1,874 468 219,007 219,007 0.31

Permanent Material: 0 0.00

Subcontractor: 0 0.00

Supplies: 0 0.00

ANFO: .75 pound per CY 1,053,975 0.75 pound 790,481 0.45 355,717 355,717 0.50

Blast Caps: (.40 ) 33,400 0.40 each 13,360 3.05 40,748 40,748 0.06

Delay: 60% drill holes 33,400 0.60 each 20,040 5.70 114,228 114,228 0.16

Primer 2 Lb: 1 per drill hole 33,400 2.00 each 66,800 9.40 627,920 627,920 0.89

Lead Lines: ( 22 ) 33,400 22.00 lineal foot 734,800 0.30 220,440 220,440 0.31

Booster: ( .60 ) 33,400 0.60 each 20,040 3.15 63,126 63,126 0.09

Drill Bits: ( 20 ) 33,400 20.00 lineal foot 668,000 0.55 367,400 367,400 0.52

Drill Steel: ( 20 ) 33,400 20.00 lineal foot 668,000 0.32 213,760 213,760 0.30

0.00

16,864 4,216 1,525,708 846,609 0 0 2,003,339 4,375,656 6.21

35% 19% 0% 0% 46%

Drill and Blast Quarry: 100% Rock, Swell 15%, Yield 70%

Assume: 10' x 10' drill pattern (100 SF), drill length 20', 41/2" drill hole




cubic yard 150,000 172,500 8 2 325.0 cubic yard 3,250 cubic yard 53




Equipment:

Rotary Blasthole 6" to 18" Truck Mounted 95 hour 1 218.72 531 116,092 116,092 0.77

Truck Trailer Flatbed 40 Ton 288 hour 1 7.82 531 4,153 4,153 0.03

Truck 3/4 Ton 4x4 300 hour 1 14.26 531 7,567 7,567 0.05

Truck Highway 50,000 GVW 303 hour 1 54.18 531 28,757 28,757 0.19

Integrated Toolcarrier IT38 344 hour 1 66.48 531 35,286 35,286 0.24

0.00

Labor: 0.00

Equipment Operator Other 24 hour 2 79.58 98.18 849 212 88,422 88,422 0.59

Laborer 28 hour 5 60.42 75.32 2,123 531 168,266 168,266 1.12

Truck Driver 6 CY to 12 CY 31 hour 1 69.42 84.77 425 106 38,473 38,473 0.26

Foreman 34 hour 1 89.11 111.11 425 106 49,630 49,630 0.33



Supplies: 0 0.00

ANFO: .75 pound per CY 172,500 0.75 pound 129,375 0.45 58,219 58,219 0.39

Blast Caps: (.40 ) 2,415 0.40 each 966 3.05 2,946 2,946 0.02

Delay: 60% drill holes 2,415 0.60 each 1,449 5.70 8,259 8,259 0.06

Primer 2 Lb: 1 per drill hole 2,415 22.00 each 53,130 9.40 499,422 499,422 3.33

Lead Lines: ( 22 ) 2,415 22.00 lineal foot 53,130 0.30 15,939 15,939 0.11

Booster: ( .60 ) 2,415 0.60 each 1,449 3.15 4,564 4,564 0.03

Drill Bits: ( 20 ) 2,415 20.00 lineal foot 48,300 0.55 26,565 26,565 0.18

Drill Steel: ( 20 ) 2,415 20.00 lineal foot 48,300 0.32 15,456 15,456 0.10

0.00

3,822 955 344,791 191,854 0 0 631,371 1,168,016 7.79

30% 16% 0% 0% 54%

Drill and Blast Dam Foundation: 25% Rock, Swell 15%

Assume: 10' x 10' drill pattern (100 SF), drill length 20', 41/2" drill hole








Equipment:

Generator Set Skid Mount 1,000 EKW 104 hour 1 222.23 3,011 669,208 669,208 0.95

Crawler Mounted Hydraulic Excavator 4.05 CY 128 hour 1 219.90 3,011 662,197 662,197 0.94

Loader FE 4-WD Articulated Wheel Loader 6 CY 153 hour 1 129.77 3,011 390,778 390,778 0.55

Ripper 1 Shank D10 215 hour 1 31.10 3,011 93,665 93,665 0.13

Feeder Conveyor 30" x 70' 238 hour 2 17.27 6,023 104,000 104,000 0.15

Feeder Conveyor 36" x 100' 239 hour 3 19.37 9,034 174,972 174,972 0.25

Stacking Conveyor 36" x 80' 240 hour 3 13.67 9,034 123,478 123,478 0.18

Screen and Crush Jaw 248 hour 1 91.48 3,011 275,467 275,467 0.39

Surge Bin 25 CY 249 hour 1 27.54 3,011 82,933 82,933 0.12

Standard Crawler Dozer w/ Ripper 310 HP 258 hour 1 164.03 3,011 493,947 493,947 0.70

Truck 3/4 Ton 4x4 300 hour 1 14.26 3,011 42,930 42,930 0.06


0.00

Labor: 0.00

Equipment Operator Other 24 hour 5 79.58 98.18 12,045 3,011 1,254,167 1,254,167 1.78

Oiler 25 hour 1 79.58 98.18 2,409 602 250,833 250,833 0.36

Mechanic 27 hour 1 82.38 101.98 2,409 602 259,877 259,877 0.37

Laborer 28 hour 5 60.42 75.32 12,045 3,011 954,671 954,671 1.35

Foreman 34 hour 1 89.11 111.11 2,409 602 281,580 281,580 0.40

0.00

Permanent Material: 0 0 0.00

Subcontractor: 0 0 0.00

Supplies: 0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

31,318 7,830 3,001,128 3,225,814 0 0 0 6,226,942 8.83

48% 52% 0% 0% 0%

Quarry Excavate, Size, Crush, Screen and Stockpile Aggregate Swell 15%, Yield 70%








Equipment:

Grader Motor Articulated w/ Shank Ripper 275 HP 111 hour 1 127.01 1,035 131,453 131,453 0.29

Hammer Hydraulic 5,500 FT-LB 119 hour 1 41.74 1,035 43,197 43,197 0.10





Truck 3/4 Ton 4x4 300 hour 1 14.26 1,035 14,755 14,755 0.03


Off Highway Articulated Truck 22 CY to 30 CY 310 hour 6 182.20 6,210 1,131,437 1,131,437 2.51

Truck Water Off Highway 8,000 Gallon 319 hour 1 198.50 1,035 205,452 205,452 0.46

Water Tank Self Erect Trailer 10,000 Gallon 336 hour 1 13.76 1,035 14,246 14,246 0.03

0.00

Labor: 0 0.00

Equipment Operator Other 24 hour 5 79.58 98.18 4,140 1,035 431,056 431,056 0.96

Oiler 25 hour 1 79.58 98.18 828 207 86,211 86,211 0.19

Mechanic 27 hour 1 82.38 101.98 828 207 89,319 89,319 0.20

Laborer 28 hour 2 60.42 75.32 1,656 414 131,248 131,248 0.29

Truck Driver over 13 CY to 35 CY 32 hour 7 71.10 87.05 5,796 1,449 538,215 538,215 1.20

Foreman 34 hour 1 89.11 111.11 828 207 96,779 96,779 0.22

0.00



Supplies: 0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

14,076 3,519 1,372,828 2,312,753 0 0 0 3,685,581 8.19

37% 63% 0% 0% 0%

Dam Foundation: Excavate, Load, Swell 15% Haul to Waste 5,000'








Equipment:

Grader Motor Articulated w/ Shank Ripper 275 HP 111 hour 1 127.01 1,725 219,089 219,089 0.24

Hammer Hydraulic 5,500 FT-LB 119 hour 1 41.74 1,725 71,995 71,995 0.08





Truck 3/4 Ton 4x4 300 hour 1 14.26 1,725 24,592 24,592 0.03





0.00

Labor: 0 0.00

Equipment Operator Other 24 hour 5 79.58 98.18 6,900 1,725 718,426 718,426 0.80

Oiler 25 hour 1 79.58 98.18 1,380 345 143,685 143,685 0.16

Mechanic 27 hour 1 82.38 101.98 1,380 345 148,865 148,865 0.17

Laborer 28 hour 2 60.42 75.32 2,760 690 218,746 218,746 0.24

Truck Driver over 13 CY to 35 CY 32 hour 9 71.10 87.05 12,420 3,105 1,153,319 1,153,319 1.28

Foreman 34 hour 1 89.11 111.11 1,380 345 161,298 161,298 0.18

0.00



Supplies: 0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

26,220 6,555 2,544,340 4,483,165 0 0 0 7,027,504 7.81

36% 64% 0% 0% 0%

Quarry Overburden: Excavate, Load, Swell 15% Haul to Waste 5,000'



2510 UOM Quantity Quantity Hours Hours Production Unit Production Unit Days

lineal foot 350 368 8 2 2.5 lineal foot 25 lineal foot 15




Equipment:

Trench Roller 7-14,000 LB 34 hour 1 27.10 147 3,983 3,983 11.38

Crane Hydraulic Self Propelled 70 Ton 77 hour 1 196.44 147 28,877 28,877 82.50

Crawler Mounted Hydraulic Excavator 4.05 CY 128 hour 1 219.90 147 32,325 32,325 92.36

Loader FE 4-WD Articulated Wheel Loader 6 CY 153 hour 1 129.77 147 19,076 19,076 54.50


Truck 3/4 Ton 4x4 300 hour 1 14.26 147 2,096 2,096 5.99



Welder Engine Drive 500 AMP 341 hour 2 10.78 294 3,168 3,168 9.05

Labor:

Equipment Operator Crane 23 hour 1 81.54 100.84 118 29 12,553 12,553 35.87


Oiler 25 hour 1 79.58 98.18 118 29 12,244 12,244 34.98

Welder 26 hour 2 82.38 101.98 235 59 25,372 25,372 72.49

Laborer 28 hour 8 60.42 75.32 941 235 74,564 74,564 213.04

Truck Driver 6 CY to 12 CY 31 hour 1 69.42 84.77 118 29 10,655 10,655 30.44

Foreman 34 hour 1 89.11 111.11 118 29 13,745 13,745 39.27

Permanent Material:

Welded Steel Pipe 10' Diameter x .5 Wall lineal foot 368 925.00 339,938 339,938 971.25

Welding Supplies lineal foot 368 202.00 74,235 74,235 212.10

Aggregate Bedding cubic yard 1,103 75.00 82,688 82,688 236.25

Subcontractor:

Supplies:

1,999 500 185,868 105,268 496,860 0 0 787,996 2,251.42

24% 13% 63% 0% 0%

Outlet Conduit Welded Steel Pipe 10' Diameter x .5 Wall




lineal foot 16,000 16,800 8 2 15.0 lineal foot 150 lineal foot 112




Equipment:

Rotary Blasthole 4"-12" 94 hour 2 164.50 2,240 368,471 368,471 23.03


Truck 3/4 Ton 4x4 300 hour 1 14.26 1,120 15,967 15,967 1.00


0.00

0.00

0.00

0.00

Labor:


Oiler 25 hour 0.5 79.58 98.18 448 112 46,646 46,646 2.92

Mechanic 27 hour 0.5 82.38 101.98 448 112 48,327 48,327 3.02

Laborer 28 hour 4 60.42 75.32 3,584 896 284,053 284,053 17.75

Truck Driver Winch or Water 33 hour 1 69.42 84.77 896 224 81,184 81,184 5.07

Foreman 34 hour 1 89.11 111.11 896 224 104,727 104,727 6.55

Permanent Material:

0 0 0.00

0 0 0.00

0 0 0.00

0.00

0.00

Subcontractor: 0.00

Supplies: 0.00

0.00

0.00

0.00

0.00

9,856 2,464 938,102 434,220 0 0 0 1,372,322 85.77

68% 32% 0% 0% 0%

Drain Holes








Equipment:

Air Compressor 750 CFM 8 hour 1 75.22 2,468 185,595 185,595 9.87

Air Hose 1.53" x 100' 12 hour 3 2.60 7,403 19,276 19,276 1.03

Air Track Crawler 2.5 - 4.0" Add 750 CFM Compressor 91 hour 1 41.71 2,468 102,924 102,924 5.47

Rough Terrain 8,000 LB 99 hour 1 27.91 2,468 68,873 68,873 3.66

Truck 3/4 Ton 4x4 300 hour 1 14.26 2,468 35,177 35,177 1.87


0.00

Labor: 0.00


Welder 26 hour 1 82.38 101.98 1,974 494 212,942 212,942 11.33

Laborer 28 hour 5 60.42 75.32 9,870 2,468 782,255 782,255 41.61

Truck Driver 6 CY to 12 CY 31 hour 1 69.42 84.77 1,974 494 178,859 178,859 9.51

Foreman 34 hour 1 89.11 111.11 1,974 494 230,726 230,726 12.27

0.00

Permanent Material: 0.00

Steel Anchors #9 lineal foot 19,740 18.00 355,320 355,320 18.90

Concrete Grout cubic foot 900 200.00 180,000 180,000 9.57

0.00

Subcontractor: 0.00

Supplies: 0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

19,740 4,935 1,815,848 503,814 535,320 0 0 2,854,982 151.86

64% 18% 19% 0% 0%

Steel Anchors 20' Each




cubic yard 1,500 1,575 8 2 5.0 cubic yard 50 cubic yard 32




Equipment:

Vibratory Laser Screed 8' 48 hour 2 39.05 630 24,600 24,600 16.40

Concrete Pump Truck 182 CY / Hour 63 hour 0.50 178.58 158 28,127 28,127 18.75


Rough Terrain 8,000 LB 99 hour 1 27.91 315 8,792 8,792 5.86

Generator Set Skid Mount 545 EKW 103 hour 1 122.70 315 38,651 38,651 25.77


Truck 3/4 Ton 4x4 300 hour 1 14.26 315 4,491 4,491 2.99


0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0.00

Labor: 0.00

Carpenter 20 hour 8 90.59 112.69 2,016 504 239,421 239,421 159.61


Equipment Operator Other 24 hour 0.50 79.58 98.18 126 32 13,119 13,119 8.75

Laborer 28 hour 8 60.42 75.32 2,016 504 159,780 159,780 106.52

Foreman 34 hour 1 89.11 111.11 252 63 29,454 29,454 19.64

Permanent Material:

Reinforcing Steel 210 lbs / cubic yard pound 330,750 1.05 347,288

Ready Mix Concrete cubic yard 1,575 138.00 217,350

Subcontractor:

Supplies:

Forms square foot 15,750 8.00 126,000 126,000 84.00

Scaffolding and Bracing square foot 5,000 6.00 30,000 30,000 20.00

Accessories and Embedments pound 3,150 5.00 15,750 15,750 10.50

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

4,662 1,166 468,675 180,540 0 0 736,388 820,965 547.31

64% 22% 0% 0% 90%

Structure Concrete Slab








Equipment:

Vibratory Laser Screed 8' 48 hour 2 39.05 6,746 263,428 263,428 20.50

Concrete Pump Truck 182 CY / Hour 63 hour 0.50 178.58 1,687 301,193 301,193 23.44

Crane Hydraulic Self Propelled 70 Ton 77 hour 1 196.44 3,373 662,617 662,617 51.57

Rough Terrain 8,000 LB 99 hour 1 27.91 3,373 94,151 94,151 7.33

Generator Set Skid Mount 545 EKW 103 hour 1 122.70 3,373 413,882 413,882 32.21


Truck 3/4 Ton 4x4 300 hour 1 14.26 3,373 48,087 48,087 3.74


0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0.00

Labor: 0.00

Carpenter 20 hour 10 90.59 112.69 26,985 6,746 3,204,749 3,204,749 249.40

Equipment Operator Crane 23 hour 1 81.54 100.84 2,699 675 288,058 288,058 22.42

Equipment Operator Other 24 hour 0.50 79.58 98.18 1,349 337 140,484 140,484 10.93

Laborer 28 hour 10 60.42 75.32 26,985 6,746 2,138,720 2,138,720 166.44

Foreman 34 hour 1 89.11 111.11 2,699 675 315,407 315,407 24.55

Permanent Material:

Reinforcing Steel 240 lbs / cubic yard pound 3,238,200 1.05 3,400,110

Ready Mix Concrete cubic yard 13,493 138.00 1,861,965

Subcontractor:

Supplies:

Forms square foot 404,775 8.00 3,238,200 3,238,200 252.00

Scaffolding and Bracing square foot 50,000 6.00 300,000 300,000 23.35

Accessories and Embedments pound 25,000 5.00 125,000 125,000 9.73

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

60,716 15,179 6,087,417 1,933,286 0 0 8,925,275 11,683,904 909.25

68% 17% 0% 0% 76%

Structure Concrete Wall and Top








Equipment:

Stationary Mixer Tilt Drum w/ Batch Plant 12 CY 57 hour 1 121.10 4,305 521,353 521,353 12.72


Pump Grout on Trailer 250 CF/HR 199 hour 1 31.78 4,305 136,796 136,796 3.34

Water Pump Pressure 1" 201 hour 1 16.04 4,305 69,069 69,069 1.68

Truck Trailer Flatbed 25 Ton 287 hour 0.5 7.18 2,153 15,446 15,446 0.38

Truck 3/4 Ton 4x4 300 hour 1 14.26 4,305 61,372 61,372 1.50

Truck Highway 25,000 GVW 301 hour 0.5 37.27 2,153 80,228 80,228 1.96

Truck Water Off Highway 5,000 Gallon 317 hour 0.5 75.10 2,153 161,644 161,644 3.94

Water Tank Self Erect Trailer 8,000 Gallon 335 hour 0.5 11.89 2,153 0.00

0.00

0.00

0.00

0.00

Labor:


Oiler 25 hour 0.5 79.58 98.18 1,722 431 179,294 179,294 4.37

Mechanic 27 hour 0.5 82.38 101.98 1,722 431 185,758 185,758 4.53

Laborer 28 hour 6 60.42 75.32 20,664 5,166 1,637,743 1,637,743 39.94

Truck Driver Winch or Water 33 hour 0.5 69.42 84.77 1,722 431 156,026 156,026 3.81

Foreman 34 hour 1 89.11 111.11 3,444 861 402,543 402,543 9.82

Permanent Material:

Cement sack 15,068 15.00 226,013 226,013 5.51

Sand cubic foot 861 75.00 64,575 64,575 1.58

Pipe 8" PVC lineal foot 5,985 45.00 269,325 269,325 6.57

0.00

0.00

Subcontractor: 0.00

Supplies: 0.00

0.00

0.00

0.00

0.00

32,718 8,180 2,919,954 1,754,064 559,913 0 0 5,233,930 127.66

56% 34% 11% 0% 0%

Grout Curtain








Equipment:



Pump Grout on Trailer 250 CF/HR 199 hour 1 31.78 1,008 32,030 32,030 1.33

Water Pump Pressure 1" 201 hour 2 16.04 2,016 32,345 32,345 1.35


Truck 3/4 Ton 4x4 300 hour 1 14.26 1,008 14,370 14,370 0.60



Water Tank Self Erect Trailer 8,000 Gallon 335 hour 1 11.89 1,008 0.00

0.00

0.00

0.00

0.00

Labor:


Oiler 25 hour 1 79.58 98.18 806 202 83,962 83,962 3.50

Mechanic 27 hour 1 82.38 101.98 403 101 43,495 43,495 1.81

Laborer 28 hour 9 60.42 75.32 7,258 1,814 575,207 575,207 23.97

Truck Driver Winch or Water 33 hour 2 69.42 84.77 1,613 403 146,132 146,132 6.09

Foreman 34 hour 1 89.11 111.11 806 202 94,254 94,254 3.93

Permanent Material:

Cement sack 22,680 15.00 340,200 340,200 14.18

Sand cubic foot 504 75.00 37,800 37,800 1.58

Pipe 8" PVC lineal foot 1,670 45.00 75,150 75,150 3.13

0.00

0.00

Subcontractor: 0.00

Supplies: 0.00

0.00

0.00

0.00

0.00

12,499 3,125 1,110,974 487,130 453,150 0 0 2,051,255 85.47

54% 24% 22% 0% 0%

Consolidation Grout








Equipment:


Cement Silo 58 hour 2 26.27 1,890 49,647 49,647 2.76

Concrete Pump Truck 182 CY / Hour 63 hour 1 178.58 945 168,762 168,762 9.38

Concrete Vibrator 2.325 Head 71 hour 2 4.13 1,890 7,802 7,802 0.43


Generator Set Skid Mount 1,600 EKW 105 hour 1 358.32 945 338,612 338,612 18.81

Lite Set, Trailer Mounted 6/1000W, 8KW Gen. 144 hour 0 9.96 0 0 0 0.00

Loader FE 4-WD Articulated Wheel Loader 4 CY 152 hour 1 84.24 945 79,607 79,607 4.42

Water Pump Submersible 6" 207 hour 2 20.74 1,890 39,191 39,191 2.18

Truck Transmit Mixer 9 CY 274 hour 4 79.96 3,780 302,234 302,234 16.79

Truck 3/4 Ton 4x4 300 hour 1 14.26 945 13,472 13,472 0.75


Off Highway Articulated Truck 14 CY to 19 CY 312 hour 3 102.50 2,835 290,599 290,599 16.14

Water Tank Self Erect Trailer 8,000 Gallon 335 hour 1 11.89 945 11,238 11,238 0.62

Labor: 0.00



Oiler 25 hour 1 79.58 98.18 756 189 78,715 78,715 4.37

Laborer 28 hour 8 60.42 75.32 6,048 1,512 479,340 479,340 26.63

Truck Driver 6 CY to 12 CY 31 hour 4 69.42 84.77 3,024 756 273,997 273,997 15.22

Foreman 34 hour 1 89.11 111.11 756 189 88,363 88,363 4.91

0 0.00


Cement sack 37,800 15.00 567,000 567,000 31.50

Aggregate (Quarry Production, # 2306.1) cubic yard 18,900 11.81 223,209 223,209 12.40


Supplies: 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

13,608 3,402 1,237,259 1,658,089 0 0 790,209 3,685,558 204.75

157% 45% 0% 0% 21%

Leveling Concrete








Equipment:

Stationary Mixer Tilt Drum w/ Batch Plant 12 CY 57 hour 2 121.10 12,726 1,541,225 1,541,225 1.90

Cement Silo 58 hour 2 26.27 12,726 334,299 334,299 0.41

Concrete Pump Truck 182 CY / Hour 63 hour 1 178.58 6,363 1,136,371 1,136,371 1.40

Concrete Vibrator 2.325 Head 71 hour 4 4.13 25,453 105,070 105,070 0.13

Crane Hydraulic Self Propelled 70 Ton 77 hour 1 196.44 3,182 624,997 624,997 0.77

Generator Set Skid Mount 1,600 EKW 105 hour 2 358.32 12,726 4,560,146 4,560,146 5.62

Lite Set, Trailer Mounted 6/1000W, 8KW Gen. 144 hour 15 9.96 95,448 950,667 950,667 1.17

Loader FE 4-WD Articulated Wheel Loader 4 CY 152 hour 2 84.24 12,726 1,072,077 1,072,077 1.32

Water Pump Submersible 6" 207 hour 4 20.74 25,453 527,792 527,792 0.65

Roller Static Self Propelled 14 Ton 219 hour 2 34.86 12,726 443,644 443,644 0.55

Feeder Conveyor 36" x 100' 239 hour 20 19.37 127,265 2,464,861 2,464,861 3.04

Standard Crawler Dozer 165 HP 255 hour 2 115.33 12,726 1,467,768 1,467,768 1.81

Truck Transmit Mixer 9 CY 274 hour 4 79.96 25,453 2,035,114 2,035,114 2.51

Truck 3/4 Ton 4x4 300 hour 2 14.26 12,726 181,428 181,428 0.22




Labor: 0.00

Equipment Operator Crane 23 hour 1 81.54 100.84 5,656 707 532,490 532,490 0.66

Equipment Operator Other 24 hour 8 79.58 98.18 45,250 5,656 4,156,079 4,156,079 5.12

Oiler 25 hour 2 79.58 98.18 11,312 1,414 1,039,020 1,039,020 1.28

Laborer 28 hour 15 60.42 75.32 84,843 10,605 5,925,465 5,925,465 7.31

Truck Driver 6 CY to 12 CY 31 hour 7 69.42 84.77 39,593 4,949 3,167,942 3,167,942 3.91

Foreman 34 hour 3 89.11 111.11 16,969 2,121 1,747,670 1,747,670 2.15


Cement GEVR and Gallery ton 5,100 160.00 816,000 816,000 1.01

Retard Admixture gallon 392,930 14.00 5,501,013 5,501,013 6.78

8" Contraction Joint lineal foot 316,825 9.00 2,851,427 2,851,427 3.52

Aggregate (Quarry Production, # 2306.1) cubic yard 1,236,694 12.18 15,062,932 15,062,932 18.57


Supplies: 0 0.00

Forms square foot 42,900 51.00 2,187,900 2,187,900 2.70

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

203,623 25,453 16,568,666 21,747,512 0 0 26,419,272 64,735,450 79.82

63% 34% 0% 0% 41%

Roller Compacted Concrete w/ Facing Concrete & Gallery




ton 61,000 64,050 16 2 130.0 ton 2,340 ton 27




Equipment:

Batch Plant Screw Conveyor 21 hour 2 5.22 985 5,144 5,144 0.08

Cement Silo 58 hour 2 26.27 985 25,884 25,884 0.42

Loader FE Standard Crawler Loader 3.70 CY 151 hour 1 143.05 493 70,481 70,481 1.16

Truck Trailer Pump Trailer 16 CY 282 hour 5 14.47 2,463 35,651 35,651 0.58


0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

Labor: 0.00


Oiler 25 hour 0.5 79.58 98.18 219 27 20,112 20,112 0.33

Laborer 28 hour 5 60.42 75.32 2,190 274 152,932 152,932 2.51

Truck Driver over 13 CY to 35 CY 32 hour 2 71.10 87.05 876 109 71,805 71,805 1.18


Cement RCC ton 64,050 140.00 8,967,000 8,967,000 147.00


Supplies: 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

4,161 520 325,299 190,548 0 0 8,967,000 9,482,847 155.46

4% 2% 0% 0% 95%

Cement




ton 61,000 64,050 16 2 130.0 ton 2,340 ton 27




Equipment:

Batch Plant Screw Conveyor 21 hour 2 5.22 985 5,144 5,144 0.08

Cement Silo 58 hour 2 26.27 985 25,884 25,884 0.42

Loader FE Standard Crawler Loader 3.70 CY 151 hour 1 143.05 493 70,481 70,481 1.16

Truck Trailer Pump Trailer 16 CY 282 hour 5 14.47 2,463 35,651 35,651 0.58


0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

0 0 0 0.00

Labor: 0.00


Oiler 25 hour 0.5 79.58 98.18 219 27 20,112 20,112 0.33

Laborer 28 hour 5 60.42 75.32 2,190 274 152,932 152,932 2.51

Truck Driver over 13 CY to 35 CY 32 hour 2 71.10 87.05 876 109 71,805 71,805 1.18


Pozzolan RCC ton 64,050 92.00 5,892,600 5,892,600 96.60


Supplies: 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0 0 0.00

0.00

4,161 520 325,299 190,548 0 0 5,892,600 6,408,447 105.06

6% 3% 0% 0% 92%

Pozzolan

LABOR RATES

Base Hourly Rate Payroll Cost Hourly Rates

Hour Wage

Hour Fringe Benefit

Location Adjust

ID Description 1.00

5 Region Manager 70.00 70.00 5% 49.15% 54% 37.91 107.91 107.91

6 Project Manager 55.00 55.00 5% 49.15% 54% 29.78 84.78 84.78

7 Assistant Project Manager 50.00 50.00 5% 49.15% 54% 27.08 77.08 77.08

8 Superintendent 50.00 50.00 5% 49.15% 54% 27.08 77.08 77.08

9 Assistant Superintendent 45.00 45.00 5% 49.15% 54% 24.37 69.37 69.37

10 Project Engineer 40.00 40.00 5% 49.15% 54% 21.66 61.66 61.66

11 Assistant Project Engineer 35.00 35.00 5% 49.15% 54% 18.95 53.95 53.95

12 Schedule Engineer 35.00 35.00 5% 49.15% 54% 18.95 53.95 53.95

13 Field Engineer 35.00 35.00 5% 49.15% 54% 18.95 53.95 53.95

14 Cost Engineer 35.00 35.00 5% 49.15% 54% 18.95 53.95 53.95

15 Inspector 40.00 40.00 5% 49.15% 54% 21.66 61.66 67.83

16 Laboratory Technician 40.00 40.00 5% 49.15% 54% 21.66 61.66 67.83

17 Administration Manager 28.00 28.00 5% 49.15% 54% 15.16 43.16 47.48

18 Administrative Assistant 25.00 25.00 5% 49.15% 54% 13.54 38.54 42.39

19 Piledriver 38.60 27.44 66.04 66.04 17% 33.15% 50% 19.36 85.40 104.70

20 Carpenter 44.20 28.20 72.40 72.40 8% 33.15% 41% 18.19 90.59 112.69

21 Electrician 45.80 28.20 74.00 74.00 7% 33.15% 40% 18.39 92.39 115.29

22 Dredge Operator 38.60 27.44 66.04 66.04 7% 33.15% 40% 15.30 81.34 100.64

23 Equipment Operator Crane 38.60 27.44 66.04 66.04 7% 33.15% 40% 15.50 81.54 100.84

24 Equipment Operator Other 37.20 27.44 64.64 64.64 7% 33.15% 40% 14.94 79.58 98.18

25 Oiler 37.20 27.44 64.64 64.64 7% 33.15% 40% 14.94 79.58 98.18

26 Welder 39.20 27.44 66.64 66.64 7% 33.15% 40% 15.74 82.38 101.98

27 Mechanic 39.20 27.44 66.64 66.64 7% 33.15% 40% 15.74 82.38 101.98

28 Laborer 29.80 18.66 48.46 48.46 7% 33.15% 40% 11.96 60.42 75.32

29 Laborer Tunnel, Shaft 31.20 18.66 49.86 49.86 7% 33.15% 40% 12.53 62.39 77.99

30 Cement Mason 29.80 18.66 48.46 48.46 7% 33.15% 40% 11.96 60.42 75.32

31 Truck Driver 6 CY to 12 CY 30.70 26.39 57.09 57.09 7% 33.15% 40% 12.33 69.42 84.77

32 Truck Driver over 13 CY to 35 CY 31.90 26.39 58.29 58.29 7% 33.15% 40% 12.81 71.10 87.05

33 Truck Driver Winch or Water 30.70 26.39 57.09 57.09 7% 33.15% 40% 12.33 69.42 84.77

34 Foreman 44.00 27.44 71.44 71.44 7% 33.15% 40% 17.67 89.11 111.11

Total Payroll Cost

Straight

Time

Over Time

Base Hour Rate

Workers Compensation

%

Payroll Overhead

%Total

%

EQUIPMENT RATES

Adjust Factor

ID Description

USACE Hourly Rate ($)

Adjust (%)

Location (%)

Use (%)

Economic (%)

Total Hourly Rate ($)

1.00 1.00 1.00 1.20

AIR COMPRESSORS

5 Air Compressor 175 CFM 11.19 1.00 1.00 1.00 1.20 13.43





10 1.00 1.00 1.00 1.20

AIR TOOLS

12 Air Hose 1.53" x 100' 2.17 1.00 1.00 1.00 1.20 2.60

13 Air Hose 3" x 100' 4.66 1.00 1.00 1.00 1.20 5.59

14 Rotary Chip Hammer 60 LB 0.8 1.00 1.00 1.00 1.20 .96

15 Sand Blaster 700 CF 8.13 1.00 1.00 1.00 1.20 9.76

16 Pavement Breaker 80 LB 0.9 1.00 1.00 1.00 1.20 1.08

17 Rock Drill 55 LB 1.26 1.00 1.00 1.00 1.20 1.51

BATCH PLANTS ASPHALT

19 Batch Plant 65 Ton 97.33 1.00 1.00 1.00 1.20 116.80

20 Batch Plant Silo 1,200 CF 12.01 1.00 1.00 1.00 1.20 14.41

21 Batch Plant Screw Conveyor 4.35 1.00 1.00 1.00 1.20 5.22

22 1.00 1.00 1.00 1.20

23 1.00 1.00 1.00 1.20

BRUSH CHIPPERS

25 Brush Chippers 12 Inch 20.52 1.00 1.00 1.00 1.20 24.62

26 Brush Cutter Log 22 Inch 173.70 1.00 1.00 1.00 1.20 208.44

27 1.00 1.00 1.00 1.20

COMPACTORS

29 Vibroplate 7,500 LB 7.19 1.00 1.00 1.00 1.20 8.63

30 Vibroplate 9,000 LB 9.54 1.00 1.00 1.00 1.20 11.45

31 Vibroplate 15,600 LB 18.51 1.00 1.00 1.00 1.20 22.21

32 Roller Vibratory 3,400 LB 9.19 1.00 1.00 1.00 1.20 11.03

33 Roller Vibratory 14,000 LB 21.55 1.00 1.00 1.00 1.20 25.86

34 Trench Roller 7-14,000 LB 22.58 1.00 1.00 1.00 1.20 27.10

35 1.00 1.00 1.00 1.20

36 1.00 1.00 1.00 1.20

37 1.00 1.00 1.00 1.20

38 1.00 1.00 1.00 1.20

39 1.00 1.00 1.00 1.20

CONCRETE CLEANERS

41 Blaster Cleaning System 10' Path 27.01 1.00 1.00 1.00 1.20 32.41



44 1.00 1.00 1.00 1.20

CONCRETE FINISH

46 Vibratory Screed 12' 3.93 1.00 1.00 1.00 1.20 4.72

47 Vibratory Screed 30' 5.47 1.00 1.00 1.00 1.20 6.56

48 Vibratory Laser Screed 8' 32.54 1.00 1.00 1.00 1.20 39.05

49 Vibratory Laser Screed 12' 69 1.00 1.00 1.00 1.20 82.80

EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)


CONCRETE SHOTCRETE

51 Gunite Shotcrete 2 CY 10.95 1.00 1.00 1.00 1.20 13.14



CONCRETE MIXING

55 Stationary Mixer 12 CF 5.51 1.00 1.00 1.00 1.20 6.61

56 Stationary Mixer 5 CY 11.21 1.00 1.00 1.00 1.20 13.45

57 Stationary Mixer Tilt Drum w/ Batch Plant 12 CY 100.92 1.00 1.00 1.00 1.20 121.10

58 Cement Silo 21.89 1.00 1.00 1.00 1.20 26.27

59 1.00 1.00 1.00 1.20

CONCRETE PUMPS

61 Concrete Pump Trailer 22 CY / Hour 22.77 1.00 1.00 1.00 1.20 27.32

62 Concrete Pump Trailer 100 CY / Hour 52.34 1.00 1.00 1.00 1.20 62.81

63 Concrete Pump Truck 182 CY / Hour 148.82 1.00 1.00 1.00 1.20 178.58

64 1.00 1.00 1.00 1.20

CONCRETE TOOLS

66 Concrete Saw 4.5" Depth 5.10 1.00 1.00 1.00 1.20 6.12

66 Concrete Saw 15" Depth 23.23 1.00 1.00 1.00 1.20 27.88

68 Concrete Saw 24" Depth 25.30 1.00 1.00 1.00 1.20 30.36

69 Concrete Vibrator 1.375 Head 1.09 1.00 1.00 1.00 1.20 1.31



72 1.00 1.00 1.00 1.20

CRANES

74 Crane Hydraulic Self Propelled 10 Ton 34.00 1.00 1.00 1.00 1.20 40.80





79 Crane Hydraulic Truck Mount 70 Ton 142.89 1.00 1.00 1.00 1.20 171.47




83 Crane Mechanical Crawler 80 Ton 107.82 1.00 1.00 1.00 1.20 129.38




87 Crane Tower 9 Ton, 168' Radius 68.59 1.00 1.00 1.00 1.20 82.31



DRILLS

91 Air Track Crawler 2.5 - 4.0" Add 750 CFM Compressor 34.76 1.00 1.00 1.00 1.20 41.71

92 Air Track Crawler 3.0 - 4.0" Add 900 CFM Compressor 35.68 1.00 1.00 1.00 1.20 42.82

93 Air Track Crawler 2.5 - 4.5" Self Contained 128.04 1.00 1.00 1.00 1.20 153.65

94 Rotary Blasthole 4"-12" 137.08 1.00 1.00 1.00 1.20 164.50

95 Rotary Blasthole 6" to 18" Truck Mounted 182.27 1.00 1.00 1.00 1.20 218.72

96 Rotary Blasthole 6"-24" Truck Mounted 154.41 1.00 1.00 1.00 1.20 185.29

EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)


FORK LIFTS

98 Rough Terrain 6,000 LB 22.03 1.00 1.00 1.00 1.20 26.44

99 Rough Terrain 8,000 LB 23.26 1.00 1.00 1.00 1.20 27.91

100 1.00 1.00 1.00 1.20

101 GENERATOR SETS

102 Generator Set Skid Mount 275 EKW 49.84 1.00 1.00 1.00 1.20 59.81

103 Generator Set Skid Mount 545 EKW 102.25 1.00 1.00 1.00 1.20 122.70

104 Generator Set Skid Mount 1,000 EKW 185.19 1.00 1.00 1.00 1.20 222.23

105 Generator Set Skid Mount 1,600 EKW 298.60 1.00 1.00 1.00 1.20 358.32

106 1.00 1.00 1.00 1.20

107 1.00 1.00 1.00 1.20

GRADER MOTOR

109 Grader Motor Articulated w/ Scarifier 140 HP 50.02 1.00 1.00 1.00 1.20 60.02

110 Grader Motor Articulated w/ Shank Ripper 215 HP 76.13 1.00 1.00 1.00 1.20 91.36

111 Grader Motor Articulated w/ Shank Ripper 275 HP 105.84 1.00 1.00 1.00 1.20 127.01

112 1.00 1.00 1.00 1.20

113 1.00 1.00 1.00 1.20

114 1.00 1.00 1.00 1.20

HAMMER DEMO

116 Hammer Hydraulic 200 FT-LB 3.49 1.00 1.00 1.00 1.20 4.19

117 Hammer Hydraulic 500 FT-LB 6.52 1.00 1.00 1.00 1.20 7.82

118 Hammer Hydraulic 2,000 FT-LB 16.87 1.00 1.00 1.00 1.20 20.24



HOISTS AND WINCHES

122 Air Winch 5,000 LB 8.75 1.00 1.00 1.00 1.20 10.50

123 Air Winch 10,000 LB 10.91 1.00 1.00 1.00 1.20 13.09

124 Air Winch 22000 LB 12.10 1.00 1.00 1.00 1.20 14.52

HYDRAULIC EXCAVATORS

126 Crawler Mounted Hydraulic Excavator 1.5 CY 48.17 1.00 1.00 1.00 1.20 57.80




130 Crawler Mounted Hydraulic Shovel 8.5 CY 275.57 1.00 1.00 1.00 1.20 330.68

131 Crawler Mounted Hydraulic Shovel 17 CY 562.42 1.00 1.00 1.00 1.20 674.90

132 Crawler Mounted Hydraulic Shovel 34 CY 1,044.72 1.00 1.00 1.00 1.20 1,253.66

LAND CLEARING

134 Land Clearing Stumper 16" 8.02 1.00 1.00 1.00 1.20 9.62

135 Land Clearing Stumper 25" 15.27 1.00 1.00 1.00 1.20 18.32

136 Land Clearing Tree Spade 44" 10.93 1.00 1.00 1.00 1.20 13.12

137 1.00 1.00 1.00 1.20

LANDSCAPING

139 Lawnmower 54" 10.64 1.00 1.00 1.00 1.20 12.77

140 1.00 1.00 1.00 1.20

LIGHTING

142 Lite Set, Trailer Mounted 4/1250W, 6KW Gen. 5.68 1.00 1.00 1.00 1.20 6.82



145 1.00 1.00 1.00 1.20

LOADER BELT

147 Loader, Conveyor Belt w/ Screen and Hopper 35.07 1.00 1.00 1.00 1.20 42.08

148 1.00 1.00 1.00 1.20

EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)


LOADER FRONT END

150 Loader FE Standard Crawler Loader 2.25 CY 65.77 1.00 1.00 1.00 1.20 78.92

151 Loader FE Standard Crawler Loader 3.70 CY 119.21 1.00 1.00 1.00 1.20 143.05

152 Loader FE 4-WD Articulated Wheel Loader 4 CY 70.20 1.00 1.00 1.00 1.20 84.24





157 1.00 1.00 1.00 1.20

158 1.00 1.00 1.00 1.20

159 1.00 1.00 1.00 1.20

160 1.00 1.00 1.00 1.20

LOADER BACKHOE

162 Loader Backhoe Wheel 1 CY 21.04 1.00 1.00 1.00 1.20 25.25

163 Loader Backhoe Wheel 1.5 CY 41.72 1.00 1.00 1.00 1.20 50.06

164 1.00 1.00 1.00 1.20

165 1.00 1.00 1.00 1.20

166 1.00 1.00 1.00 1.20

167 1.00 1.00 1.00 1.20

MARINE EQUIPMENT

169 Work Barge Medium Duty 40' x 10' x 4' 6.77 1.00 1.00 1.00 1.20 8.12

170 Flat Deck Cargo Barge 400 Ton 5.26 1.00 1.00 1.00 1.20 6.31

171 Flat Deck Cargo Barge 1,100 Ton 13.08 1.00 1.00 1.00 1.20 15.70

172 Hopper Barge 1,400 Ton 18.44 1.00 1.00 1.00 1.20 22.13

173 Hopper Barge 1,600 Ton 19.50 1.00 1.00 1.00 1.20 23.40

174 Workboat Truckable 25' x 10' 31.48 1.00 1.00 1.00 1.20 37.78

175 Inland Tug 40' 82.37 1.00 1.00 1.00 1.20 98.84

176 Inland Tug 48' 106.28 1.00 1.00 1.00 1.20 127.54

177 1.00 1.00 1.00 1.20

PILE HAMMER

179 Pile Extractor 40 Ton 83.59 1.00 1.00 1.00 1.20 100.31

180 Pile Extractor 150 Ton 222.01 1.00 1.00 1.00 1.20 266.41

181 Pile Hammer Single Act. Diesel 10,500 FT-LB 21.08 1.00 1.00 1.00 1.20 25.30






187 Pile Hammer Driver Extractor 53 Ton 54.54 1.00 1.00 1.00 1.20 65.45



PIPELAYER

191 Pipelayer 20' Boom 90,000 LB 80.14 1.00 1.00 1.00 1.20 96.17

192 Pipelayer 28' Boom 230,000 LB 135.88 1.00 1.00 1.00 1.20 163.06

PLATFORM MAN LIFTS

194 Man-Lift Articulated Boom 68' High Self Propelled 30.94 1.00 1.00 1.00 1.20 37.13

195 Man-Lift Articulated Boom 131' High Self Propelled 88.61 1.00 1.00 1.00 1.20 106.33

PUMPS GROUT

197 Pump Grout on Skid 160 CF/HR 7.43 1.00 1.00 1.00 1.20 8.92

198 Pump Grout on Trailer 180 CF/HR 14.35 1.00 1.00 1.00 1.20 17.22

199 Pump Grout on Trailer 250 CF/HR 26.48 1.00 1.00 1.00 1.20 31.78

EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)


PUMPS WATER

201 Water Pump Pressure 1" 13.37 1.00 1.00 1.00 1.20 16.04

202 Water Pump Centrifugal, Trash 8" 22.22 1.00 1.00 1.00 1.20 26.66

203 Water Pump Centrifugal, Trash 10" 25.31 1.00 1.00 1.00 1.20 30.37

204 Water Pump Centrifugal, Dewater 4" 9.43 1.00 1.00 1.00 1.20 11.32

205 Water Pump Centrifugal, Dewater 6" 17.64 1.00 1.00 1.00 1.20 21.17

206 Water Pump Submersible 4" 9.03 1.00 1.00 1.00 1.20 10.84

207 Water Pump Submersible 6" 17.28 1.00 1.00 1.00 1.20 20.74

208 1.00 1.00 1.00 1.20

209 1.00 1.00 1.00 1.20

210 1.00 1.00 1.00 1.20

RIPPERS

212 Ripper 3 Shank D7 12.16 1.00 1.00 1.00 1.20 14.59

213 Ripper 3 Shank D8 15.60 1.00 1.00 1.00 1.20 18.72

214 Ripper 3 Shank D9 19.31 1.00 1.00 1.00 1.20 23.17

215 Ripper 1 Shank D10 25.92 1.00 1.00 1.00 1.20 31.10

216 1.00 1.00 1.00 1.20

ROLLERS

218 Roller Static Towed 10-20 Ton 15.87 1.00 1.00 1.00 1.20 19.04

219 Roller Static Self Propelled 14 Ton 29.05 1.00 1.00 1.00 1.20 34.86





224 Roller Vibratory Self Propelled 5 Ton 31.69 1.00 1.00 1.00 1.20 38.03



227 1.00 1.00 1.00 1.20

SCRAPERS

229 Scraper Elevating 11 CY 80.28 1.00 1.00 1.00 1.20 96.34

230 Scraper Elevating 23 CY 153.94 1.00 1.00 1.00 1.20 184.73

231 Scraper Conventional 34 CY 173.24 1.00 1.00 1.00 1.20 207.89

232 Scraper Conventional 44 CY 212.50 1.00 1.00 1.00 1.20 255.00

233 Scraper Tandem Power 21 CY 157.21 1.00 1.00 1.00 1.20 188.65



236 1.00 1.00 1.00 1.20

SCREENING CRUSHING

238 Feeder Conveyor 30" x 70' 14.39 1.00 1.00 1.00 1.20 17.27

239 Feeder Conveyor 36" x 100' 16.14 1.00 1.00 1.00 1.20 19.37

240 Stacking Conveyor 36" x 80' 11.39 1.00 1.00 1.00 1.20 13.67

241 Stacking Conveyor Folding 30" x 125' 17.47 1.00 1.00 1.00 1.20 20.96

242 Screen and Crush, Feed Conveyor 48" 38.02 1.00 1.00 1.00 1.20 45.62

243 Screen and Crush, Feed Conveyor 60" 43.34 1.00 1.00 1.00 1.20 52.01

244 Screen and Crush, Feed Conveyor 8 Feet 82.83 1.00 1.00 1.00 1.20 99.40

245 Screen and Crush Grizzly 200 CY 29.58 1.00 1.00 1.00 1.20 35.50

246 Screen and Crush Shaft Impactor 71" x 100" 160.38 1.00 1.00 1.00 1.20 192.46

247 Screen and Crush Cone Impact 86.66 1.00 1.00 1.00 1.20 103.99

248 Screen and Crush Jaw 76.23 1.00 1.00 1.00 1.20 91.48

249 Surge Bin 25 CY 22.95 1.00 1.00 1.00 1.20 27.54

250 1.00 1.00 1.00 1.20

251 1.00 1.00 1.00 1.20

252 1.00 1.00 1.00 1.20

EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)


TRACTOR CRAWLER w/ BLADE

254 Standard Crawler Dozer 110 HP 51.67 1.00 1.00 1.00 1.20 62.00



257 Standard Crawler Dozer w/ Ripper 240 HP 119.33 1.00 1.00 1.00 1.20 143.20

258 Standard Crawler Dozer w/ Ripper 310 HP 136.69 1.00 1.00 1.00 1.20 164.03

259 LPG Crawler Dozer 410 HP 181.52 1.00 1.00 1.00 1.20 217.82



262 1.00 1.00 1.00 1.20

TRENCHERS

264 Trencher Wheel Type Cutter Crawler 72" x 21" 76.85 1.00 1.00 1.00 1.20 92.22

265 Trencher Wheel Type Cutter Crawler 84" x 24" 105.58 1.00 1.00 1.00 1.20 126.70

266 1.00 1.00 1.00 1.20

TRUCK TRAILERS

268 Truck Crane 5 Ton 11.03 1.00 1.00 1.10 1.05 12.69

269 Truck Crane 12 Ton 29.16 1.00 1.00 1.10 1.05 33.55

270 Truck Dump Body 9 CY 1.61 1.00 1.00 1.00 1.20 1.93

271 Truck Dump Body 13 CY 2.61 1.00 1.00 1.00 1.20 3.13

272 Truck Flatbed 8'x8' .60 1.00 1.00 1.00 1.20 .72

273 Truck Flatbed 8'x16' 1.14 1.00 1.00 1.00 1.20 1.37

274 Truck Transmit Mixer 9 CY 66.63 1.00 1.00 1.00 1.20 79.96

275 Truck Water Tank 3,000 Gallon 6.33 1.00 1.00 1.00 1.20 7.60

276 Truck Water Tank 4,000 Gallon 6.82 1.00 1.00 1.00 1.20 8.18

277 Truck Trailer Bottom Dump 21 CY 9.49 1.00 1.00 1.00 1.20 11.39

278 Truck Trailer Bottom Dump 23 CY 9.49 1.00 1.00 1.00 1.20 11.39

279 Truck Trailer End Dump 28 CY 7.55 1.00 1.00 1.00 1.20 9.06

280 Truck Trailer End Dump 39 CY 8.57 1.00 1.00 1.00 1.20 10.28

281 Truck Trailer Pump Trailer 10 CY 8.31 1.00 1.00 1.00 1.20 9.97

282 Truck Trailer Pump Trailer 16 CY 12.06 1.00 1.00 1.00 1.20 14.47

283 Truck Trailer Low Boy 35 Ton 8.84 1.00 1.00 1.00 1.20 10.61




287 Truck Trailer Flatbed 25 Ton 5.98 1.00 1.00 1.00 1.20 7.18

288 Truck Trailer Flatbed 40 Ton 6.52 1.00 1.00 1.00 1.20 7.82

289 Truck Trailer Utility 5.49 1.00 1.00 1.00 1.20 6.59

290 Truck Trailer Water Tanker 4,000 Gallon 20.47 1.00 1.00 1.00 1.20 24.56



TRUCK HIGHWAY

294 Truck Highway 3,500 GVW 9.92 1.00 1.00 1.00 1.20 11.90


296 Truck 1/2 Ton 4x2 10.41 1.00 1.00 1.00 1.20 12.49

297 Truck 3/4 Ton 4x2 11.07 1.00 1.00 1.00 1.20 13.28

298 Truck 1 Ton 4x2 14.19 1.00 1.00 1.00 1.20 17.03

299 Truck 1/2 Ton 4x4 11.15 1.00 1.00 1.00 1.20 13.38

300 Truck 3/4 Ton 4x4 11.88 1.00 1.00 1.00 1.20 14.26





305 1.00 1.00 1.00 1.20

TRUCK OFF HIGHWAY

307 Off Highway Rigid Frame Truck 78 CY 205.82 1.00 1.00 1.00 1.20 246.98


EQUIPMENT RATES

Adjust Factor

ID Description


Adjust (%)

Location (%)

Use (%)

Economic (%)



310 Off Highway Articulated Truck 22 CY to 30 CY 151.83 1.00 1.00 1.00 1.20 182.20



313 Off Highway Prime Mover and Wagon 229.85 1.00 1.00 1.00 1.20 275.82

314 1.00 1.00 1.00 1.20

315 1.00 1.00 1.00 1.20

TRUCK WATER OFF HIGHWAY

317 Truck Water Off Highway 5,000 Gallon 62.58 1.00 1.00 1.00 1.20 75.10






323 1.00 1.00 1.00 1.20

TUNNEL AND MINING

325 Tunnel Drill Rubber Tire 2 Boom 276.66 1.00 1.00 1.00 1.20 331.99

326 Tunnel Drill Rubber Tire 4 Boom 466.70 1.00 1.00 1.00 1.20 560.04

327 1.00 1.00 1.00 1.20

328 1.00 1.00 1.00 1.20

329 1.00 1.00 1.00 1.20

WATER BLASTER

331 Water Blaster 3,000 PSI 5.55 1.00 1.00 1.00 1.20 6.66

332 Water Blaster 20,000 PSI Flatbed Trailer 123.67 1.00 1.00 1.00 1.20 148.40

333 Water Blaster Hydrodemo Unit Self Propelled 100.65 1.00 1.00 1.00 1.20 120.78

WATER TANKS

335 Water Tank Self Erect Trailer 8,000 Gallon 9.91 1.00 1.00 1.00 1.20 11.89



338 1.00 1.00 1.00 1.20

WELDERS

340 Welder Engine Drive 300 AMP 14.14 1.00 1.00 1.00 1.20 16.97

341 Welder Engine Drive 500 AMP 8.98 1.00 1.00 1.00 1.20 10.78

342

TOOLCARRIER

343 Integrated Toolcarrier IT38 55.40 1.00 1.00 1.00 1.20 66.48

344

345

346

347

348

349

350

351

352

353

354 Source: USACE Equipment Operating Expense Region VII November 2016

AECOM 300 Lakeside Dr., Suite 400, Oakland, CA 94612 510-893-3600

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Centennial Reservoir Project Roller Compacted Concrete Dam ...€¦ · Centennial Reservoir Project Roller Compacted Concrete Dam Opinion of Probable Construction Cost - Draft. This