PART 2 ITB 26-083-PW E 23rd Ave Transmission Main Specs.pdf

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820 NW Cornell Avenue • Corvallis, Oregon 97330 • 541-757-7645 7857 SW Cirrus Drive, Bldg 24 • Beaverton, Oregon 97008 • 503-643-1541

Foundation Engineering, Inc.

Professional Geotechnical Services

Chris Irvin, P.E.

Senior Engineer March 8, 2018 Eugene Water & Electrical Board 4200 Roosevelt Blvd Eugene, Oregon 97402

EWEB E 23rd Avenue Transmission Line Project 2181003 Geotechnical Investigation Eugene, Oregon

Dear Mr. Irvin:

We have completed the requested exploratory drilling and geotechnical evaluation for the construction of a new water transmission line along E 23rd Avenue. This report includes a description of our work, a discussion of the site conditions, a summary of laboratory testing, and a discussion of construction considerations.

BACKGROUND

The Eugene Water & Electric Board (EWEB) is planning to construct a ±36-inch diameter water transmission line along E 23rd Avenue from Emerald Street to Alder Street. The project location is shown on Figure 1A (Appendix A). EWEB provided drawings for a previously-designed ±42-inch diameter transmission line along a similar alignment on E 23rd Avenue from Emerald Street to Patterson Street. We understand the new transmission main will be similar to the previous design. Therefore, the pipe depths are expected to range from ±4 to 14 feet below the current street surface.

EWEB is the project owner and prime designer. Foundation Engineering, Inc. was retained by EWEB to complete exploratory drilling and geotechnical consultation for the project focusing on evaluating the depth and condition of the bedrock. Our scope of work was summarized in a Professional Services Contract (P.O. #12256) dated January 22, 2018.

LOCAL GEOLOGY

The project site is located in East Eugene between Amazon Creek and the Willamette River. Local geologic mapping suggests this area is underlain by the Eugene Formation and the hills to the east and southeast are composed of invasive/intrusive basalt (Yeats et al., 1996; Madin and Murray, 2006).

EWEB E 23rd Avenue Transmission Line March 8, 2018 Geotechnical Investigation 2. Project 2181003 Eugene, Oregon Eugene Electrical & Water Board

The Eugene Formation is comprised of marine tuffaceous sandstone and siltstone (Yeats et al., 1996; Madin and Murray, 2006; McClaughry et al., 2010). This material dates to the early Oligocene to late Eocene (±30 to 40 million years old).

The basalt flows are estimated to have occurred during about the same time frame as the Eugene Formation. The basalt flows are considered invasive or possibly intrusive sills.

Our explorations encountered residual soil, sandstone, claystone, siltstone, and basalt. Where basalt was encountered in our borings, its location corresponded to a rise in grade in the alignment between University Alley and University Street.

The subsurface conditions encountered in our explorations are consistent with the mapped local geology. Details of the conditions encountered in the borings are provided in the Subsurface Conditions section.

FIELD EXPLORATION

We completed nine borings (BH-1 through BH-9) along the south side of E 23rd Avenue between Emerald Street and Alder Street to explore the subsurface conditions along the transmission line alignment. The approximate boring locations are shown on Figures 2A through 6A. The borings were drilled between January 23 and 26, 2018, using a track-mounted, CME 55 drill rig.

Most borings extended to a maximum depth of ±20 feet, with the exception of BH-4 which was terminated at ±19 feet. BH-1, BH-2, BH-4, and BH-6 through BH-9 were drilled using mud-rotary drilling methods. BH-3 and BH-5 were drilled using mud-rotary drilling and wire-line coring methods.

Disturbed soil and rock samples were obtained using a 2-inch diameter, split-spoon sampler typically at ±2.5-foot intervals. The Standard Penetration Test (SPT), which is performed when the split-spoon is driven, provides an indication of the relative stiffness or density of the soil (ASTM D1586). The number of blows required to drive the sampler the final 12 inches of an 18-inch drive represents the standard penetration resistance or N-value in blows per foot (bpf). The N-values are shown on the logs.

Triple-barrel, HQ-sized wire-line rock coring was completed below ±5 feet in BH-3 and below ±10 feet in BH-5. The initial core run in each boring was ±1 foot long.

Subsequent core runs were ±4 to 5 feet long. Core recovery in BH-3 was ±10% in the initial run and ±75% to 100% in subsequent runs. Core recovery in BH-5 was ±15% in the initial run and ±96% to 100% in subsequent runs. Rock Quality Designation (RQD) values were zero in the initial runs in both borings. In subsequent runs, RQD values ranged from ±57% to 74% in BH-3 and from ±33% to 96% in BH-5. The percent recovery and RQD values are summarized on the logs.

Photos 1B through 4B (Appendix B) show the retained rock core.

Geotechnical Investigation 3. Project 2181003

Upon completion of drilling, the boreholes were backfilled with bentonite chips.

The backfill was capped with gravel and asphaltic concrete (AC) cold patch to match the surrounding surface conditions.

The boreholes were continually logged during drilling by a Foundation Engineering representative. The collected soil and rock samples were transported to our office for further examination and testing. The final logs (Appendix B) were prepared based on a review of the field logs, the laboratory test results, and an examination of the soil and rock samples in our office. The ground elevations shown on the boring logs were estimated to the nearest ±0.1 foot based on the topographic map provided by EWEB. These elevations are approximate.

SURFACE CONDITIONS

The proposed transmission line will be constructed on the south side of E 23rd Avenue. The ground surface along the alignment is paved with predominantly AC. The block between Alder Street and Kincaid Street is paved with Portland cement concrete (PCC). The topographic survey drawing indicates ground elevations along the centerline of E 23rd Avenue range from ±El. 443 at Alder Street to a peak of ±El. 463 at University Alley. To the east, the road surface dips to ±El. 454 west of Onyx Alley and then rises again to ±El. 462 at Emerald Street.

SUBSURFACE CONDITIONS

The subsurface conditions at the boring locations are summarized below and shown on Figures 2A through 6A. More detailed soil and rock descriptions are provided in the logs (Appendix A).

The borings encountered a pavement section consisting of ±3 to ±6 inches of AC over ±6 to 12 inches of base rock. The base rock consists of loose to medium dense, ±1.5-inch minus crushed rock.

In BH-2, BH-3, BH-4, BH-7, and BH-8, the base rock is underlain by silt and clay extending to depths of ±3 to 5.5 feet. The silt and clay was medium stiff to stiff at most locations, but very soft to soft at BH-7 to a depth of ±5.5 feet. This soil appears to be topsoil or a combination of topsoil and residual soil. Residual soil is bedrock that has decomposed in place to the consistency of soil.

Stiff to hard residual soil was encountered in BH-2 from ±5 to 6 feet, in BH-4 from ±5 to 8 feet, in BH-6 from ±0.9 to 2.5 feet, in BH-7 from ±5.5 to 11.5 feet, in BH-8 from ±5 to 6.5 feet, and in BH-9 from ±1.3 to 4 feet. This material was distinguished from the topsoil/residual soil described above by its hardness and more apparent relict rock structure. In BH-7, the bottom ±1.3 feet of the residual soil had the consistency of medium dense silty sand extending to ±12.8 feet.

Geotechnical Investigation 4. Project 2181003

Sedimentary bedrock, consisting of predominantly silty sandstone was encountered in each of the borings at depths ranging from ±1 foot to 12.8 feet.

The silty sandstone includes interbeds of siltstone and claystone in BH-3 and BH-4. The siltstone and claystone are extremely weak (R0). The silty sandstone is typically decomposed to moderately weathered and extremely weak (R0) near the surface and becomes slightly weathered to fresh and very weak to weak (R1 to R2) with depth. Weak to medium strong (R2 to R3) silty sandstone was encountered in BH-7 below ±19 feet. Weak to medium strong (R2 to R3) sandstone was encountered in BH-3 below ±14 feet and in BH-2 below ±20 feet. The R2 to R3 sandstone encountered in BH-2 and BH-3 is coarser grained and harder than the silty sandstone. The sedimentary bedrock is consistent with the Eugene Formation.

Basalt was encountered beneath the silty sandstone in BH-4 at ±12 feet. A thin lens of basalt was also encountered in BH-5 from ±19.2 to 20.4 feet. The basalt was weak to medium strong (R2 to R3) in BH-4 and weak (R2) in BH-5. The basalt appears to be an invasive flow or intrusion consistent with Eocene-Oligocene Intrusive Basaltic Rocks (Madin and Murray, 2006).

Table 1 summarizes the bedrock depths and approximate rock hardness for each of the borings. More detailed rock descriptions are provided in the boring logs.

Relative rock strengths were estimated based on the laboratory tests (described below), observation of the drilling resistance, and a review of the retained rock samples.

Geotechnical Investigation 5. Project 2181003

Table 1. Bedrock Summary

Boring Number

Rock Description

Depth (feet)

Rock Strength

BH-1 Silty SANDSTONE

1.3 to 5.5 R0

5.5 to 7.8 R0 to R1

7.8 to 20.3 R1 to R2

BH-2

Silty SANDSTONE 6.0 to 12.5 R1 to R2

Silty SANDSTONE 12.5 to 20.0 R2

SANDSTONE 20.0 to 20.1 R2 to R3

BH-3

Silty SANDSTONE 3.0 to 9.4 R0 to R1

Silty SANDSTONE 9.4 to 14.0 R1 to R2

SANDSTONE 14.0 to 18.3 R2 to R3

CLAYSTONE 18.3 to 20.0 R0

BH-4

SILTSTONE 8.0 to 10.0 R0 to R1

Silty SANDSTONE 10.0 to 12.0 R1 to R2

BASALT 12.0 to 19.1 R2 to R3

BH-5

SILTSTONE 1.0 to 8.0 R0

Silty SANDSTONE 8.0 to 19.2 R1 to R2

BASALT 19.2 to 20.4 R2

Silty SANDSTONE 20.4 to 20.8 R1 to R2

BH-6 Silty SANDSTONE

2.5 to 5.0 R0

5.0 to 14.5 R0 to R1

14.5 to 20.2 R1 to R2

BH-7 Silty SANDSTONE

12.8 to 15.0 R0

15.0 to 19.0 R0 to R1

19.0 to 20.3 R2 to R3

BH-8 Silty SANDSTONE

6.5 to 10.0 R0

10.0 to 18.4 R1

18.4 to 20.3 R1 to R2

BH-9 Silty SANDSTONE

4.0 to 10.0 R0

10.0 to 14.0 R1

14.0 to 20.3 R1 to R2

Ground Water

Mud-rotary drilling precluded measurement of the ground water level in the borings at the time of drilling. However, based on a review of local well logs, we anticipate the static ground water level is below the bottom of the borings.

Geotechnical Investigation 6. Project 2181003

Iron-staining in the residual soil and upper bedrock indicates water perches on the residual soil and bedrock at fluctuating depths. The perched water is likely due to seasonal rainfall and runoff. Water may remain perched on the residual soil and bedrock year-round. However, we anticipate the water levels will be lowest in the dry summer months.

LABORATORY TESTING

Laboratory testing included natural water contents (ASTM D2216) and Atterberg limits (ASTM D4318) tests. These tests were used to classify the soils and estimate their engineering properties. The results of these tests are summarized on Table 1C (Appendix C). The natural water contents are also shown on the boring logs (Appendix B). The Atterberg limits tests indicate the soils have medium to high plasticity.

Unconfined compressive strength (qu) tests (ASTM D7012) were completed on rock core samples from BH-3 and BH-5. The results are summarized on Table 2C.

Testing on samples from BH-3 indicated qu values ranging from ±987 to 4,504 psi (lbs/in2), with the strength increasing with depth. These values are in the typical range for very weak (R1) to medium strong (R3) rock. Testing on samples from BH-5 indicated qu values ranging from ±893 to 1,773 psi with the strength varying with depth. These values are in the typical range for very weak (R1) to weak (R2) rock.

DISCUSSION OF KEY GEOTECHNICAL CONSIDERATIONS

Seasonal Considerations

The work can be conducted any time of year. However, if practical, we recommend completing the project in the dry summer months to reduce the risk of softening and instability in the soils on the trench sidewalls. Completing the work in the summer will also reduce dewatering efforts due to seasonal perched water and surface runoff.

Rock Excavation

Trenching for the new transmission line is expected to encounter bedrock along the entire alignment. The bedrock depths in the borings along the alignment are shown on Figures 2A through 6A. The bedrock is typically decomposed to moderately weathered and extremely weak (R0) near the surface. The rock becomes slightly weathered to fresh and very weak to weak (R1 to R2) with depth.

Weak to medium strong (R2 to R3) sandstone or silty sandstone was encountered in BH-2 below ±20 feet, in BH-3 below ±14 feet, and in BH-7 below ±19 feet. Weak to medium strong (R2 to R3) basalt was encountered in BH-4 below ±12 feet and in BH-5 from ±19.2 to 20.4 feet.

Geotechnical Investigation 7. Project 2181003

R0 rock is defined as having an unconfined compressive strength (qu) less than 100 psi. It should be possible to complete the excavation of the R0 rock using a large excavator equipped with a digging bucket. However, slow digging should be anticipated in the R0 rock.

The laboratory test results indicated qu values ranging from ±893 to 987 psi for the very weak (R1) silty sandstone, ±1,002 to 1,773 psi for the weak (R2) silty sandstone, and ±4,504 psi for the medium strong (R3) sandstone. We anticipate qu values may be as high as 8,000 psi in the medium hard (R3) basalt and in R3 sandstone that has been altered and hardened by contact with basalt intrusions.

It is the contractor’s responsibility to select appropriate excavation method for these materials. We anticipate use of a hydraulic ram may be required for very weak (R1) or stronger rock to fracture it prior to excavation.

Shoring, Dewatering, and Backfill

The excavations for the new transmission line will extend through clayey and silty soils and into bedrock. The very soft to soft topsoil in BH-7 corresponds to an OR OSHA Soil Type C soil. The medium stiff to stiff topsoil and residual soil corresponds to an OR OSHA Soil Type B soil. The very stiff to hard residual soil and R0 bedrock corresponds to an OR OSHA Soil Type A soil. Very weak (R1) and stronger bedrock will likely correspond to OR OSHA Stable Rock, where it is not highly fractured or disturbed. The appropriate soil types will need to be confirmed based on the conditions at the time of construction.

The contractor should provide benching, shoring, and dewatering, as needed, to protect workers from sloughing or caving sidewalls. For open excavations, OR OSHA recommends maximum allowable cut slopes of 1½:1 (H:V) for Type C soils, 1:1 (H:V) for Type B soils, and ¾:1 (H:V) for Type A soils. Vertical cuts are allowed in Stable Rock. These cut slopes assume the excavation is dewatered.

The trenches will be completed in paved areas. Therefore, we recommend backfilling the trenches using ¾ or 1-inch minus, clean (i.e., less than 5% passing the #200 U.S. sieve), well-graded, crushed gravel or rock. The soil and rock excavated from the trenches should not be used as backfill in paved areas.

Trenches should be dewatered prior to backfilling.

Compact all backfill to 95% relative compaction. The maximum dry density of ASTM D698 should be used as the standard for estimating the relative compaction. The moisture content of the fill should be adjusted to within 2% of the optimum value prior to compaction. The fill should be placed and compacted in loose lifts not exceeding 12 inches. Thinner lifts (±4 to 8 inches) will be required where light or hand-operated equipment is used. Field density tests should be run to confirm adequate compaction.

Geotechnical Investigation 8. Project 2181003

LIMITATIONS

Construction Observation/Testing

We should be provided the opportunity to review all drawings and specifications that pertain to design and construction of the proposed transmission line.

Mitigation of any ground water infiltration, caving sidewalls or soft trench bottom conditions will require engineering review and judgment. That judgment should be provided by one of our representatives. Frequent field density tests should be run on all engineered fill. We recommend we be retained to provide the necessary construction observations.

Variation of Subsurface Conditions, Use of Report and Warranty

Contractors bidding on the project should be provided a copy of this report and should be familiar with the boring logs, the subsurface conditions, and the limitations of this information. Soil and rock samples are available for inspection by contractors prior to bidding. Contractors should also make their own site inspection to familiarize themselves with the terrain, existing utility conflicts, access considerations, etc.

The conclusions and recommendations contained herein assume the subsurface profiles encountered in the borings are representative of the site conditions. The above recommendations assume we will have the opportunity to review final drawings and be present during construction to confirm the assumed subsurface conditions. No changes in the enclosed recommendations should be made without our approval. We will assume no responsibility or liability for any engineering judgment, inspection, or testing performed by others.

This report was prepared for the exclusive use of the Eugene Electrical & Water Board, and their design consultants for the EWEB E 23rd Avenue Transmission Line project in Eugene, Oregon. Information contained herein should not be used for other sites or for unanticipated construction without our written consent. This report is intended for planning and design purposes. Contractors using this information to estimate construction quantities or costs do so at their own risk.

Our services do not include any survey or assessment of potential surface contamination or contamination of the soil or ground water by hazardous or toxic materials. We assume those services, if needed, have been completed by others.

Our work was done in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made.

Geotechnical Investigation 10. Project 2181003

REFERENCES

OR-OSHA, 2013, Oregon Administrative Rules, Chapter 437, Division 3 - Construction, Subdivision P – Excavations, Oregon Occupational Safety and Health Division (OR-OSHA).

Madin, I. P., and Murray, R. B., 2006, Preliminary Geologic Map of the Eugene East and Eugene West 7.5' Quadrangles, Lane County, Oregon: Oregon Department of Geology and Mineral Industries (DOGAMI), OFR O-03-11, p.

20.

McClaughry, J. D., Wiley, T. J., Ferns, M. L., and Madin, I. P., 2010, Digital Geologic Map of the Southern Willamette Valley, Benton, Lane, Linn, Marion, and Polk Counties, Oregon: Oregon Department of Geology and Mineral Industries (DOGAMI), O-10-03, Scale: 1:63,360, p. 116.

Yeats, R. S., Graven, E. P., Werner, K. S., Goldfinger, C., and Popowski, T. A., 1996, Tectonics of the Willamette Valley, Oregon: in Roger, A. M., Walsh, T. J., Kockelman, W. J., and Priest, G. R., eds., Assessing Earthquake Hazards and Reducing Risk in the Pacific Northwest, U.S. Geological Survey (USGS), Professional Paper 1560, p. 183-222.

Appendix A

Figures

Professional Geotechnical Services

2181003

SITE

1,000500

SCALE IN FEET

0 2,000

AutoCAD SHX Text

FIGURE NO.

PROJECT NO.

REVIS.

DWN.

APPR.

DATE

FILE NAME:

820 NW CORNELL AVENUE

BUS. (541) 757-7645 FAX (541) 757-7650

CORVALLIS, OR 97330-4517

FOUNDATION ENGINEERING INC.

PROFESSIONAL GEOTECHNICAL SERVICES

VICINITY MAP

EWEB E 23RD AVENUE TRANSMISSION LINE

EUGENE, OREGON

1A

FEB 2018

MMA

FIG 1A

BH-9

AC/Base

Stiff silty CLAY

(residual soil)

Ext. weak (R0) Silty SANDSTONE

Very weak to weak (R1 to R2)

Silty SANDSTONE

4'

14'

±El. 444.0

20.3'

1.3'

10'

Weak (R1) Silty SANDSTONE

BH-9

NORTH

3+00

0+00

1+00

2+00

4+00

BUSH

0+00

1+00

2+00

3+00

4+00

KINCAID ST.

ALDER ST.

R/W

2281 & 2288 ALDER ST.

790 E. 23rd ST.

778 E. 23rd ST.

865 E. 23rd AVE.

2293 ALDER ST.

2292 KINCAID ST..

860 E. 23rd AVE.

2311 ALDER ST.

W

W 16"CI

W 12"CI

W 4"CI

W 16"DI

W 8"DI

W 36" STL

W 36" STL

W 8"CI

8" WW

WW

6" WW

W 6"CI

G

910 E. 23rd AVE.

2287 KINCAID ST.

UE

UE

E 23RD AVENUE

MATCH LINE

NOTES:

1. BORING LOCATIONS ARE APPROXIMATE AND WERE ESTABLISHED

2. BASE MAP WAS PROVIDED BY EWEB.

USING A METAL TAPE AND PACING.

3. SEE REPORT AND BORING LOGS FOR MORE DETAILED SOIL AND

HORIZONTAL

2.5

VERTICAL

FIGURE 2A

3/8/18

2A

STA. 0+00 TO STA. 4+70

SITE LAYOUT AND BORING LOCATIONS

ROCK DESCRIPTIONS.

Soft silty CLAY

(topsoil/residual soil)

Very weak (R1) Silty SANDSTONE

Stiff silty CLAY (residual soil)

6.5'

18.4'

BH-8

±El. 448.7

5.0'

10.0'

BH-8

8+00

6+00

5+00

10+00

9+00

7+00

5+00

6+00

7+00

8+00

9+00

10+00

HARRIS ST.

HARRIS ALLEY

8" SD

POTTER ALLEY

8" SD

910 E. 23rd AVE.

2287 KINCAID ST..

945 E. 23rd AVE.

940 E. 23rd AVE.

950 E. 23rd AVE.

990 E. 23rd AVE.

2290 HARRIS ST.

965 E. 23rd AVE.

2293 HARRIS ST.

1043 E. 23rd AVE.

2287 KINCAID ST.

FIGURE 3A

3A

STA. 4+70 TO STA. 10+40

Very soft silty CLAY

Ext. weak to very weak (R0 to R1)

Weak to Medium Strong (R2 to R3)

Soft CLAY

Stiff to very stiff SILT

Medium dense silty SAND (residual soil)

Stiff SILT (residual soil)

Very weak to weak

(R1-R2) Silty SANDSTONE

Ext. weak (R0)

SILTSTONE

Weak (R2) BASALT

1'

8'

19.2'

20.4'

14.5'

2.5'

12.8'

19'

BH-7

±El. 455.8

1.2'

3.5'

5.5'

11.5'

BH-6

±El. 459.9

±El. 462.5

20.2'

0.9'

20.8'15'

5.0'

BH-6

BH-7

11+00

12+00

15+00

13+00

14+00

H2O

12+00

11+00

14+00

13+00

POTTER ST.

UNIVERSITY ALLEY

10" SD

2288 POTTER ST.

1125 E. 23rd AVE.

1165 E. 23rd AVE.

FIGURE 4A

4A

STA. 10+40 TO STA. 15+00

Ext. weak to very weak (R0 to R1) SILTSTONE

Weak to medium strong

(R2 to R3) BASALT

Very weak to weak (R1 to R2) Silty SANDSTONE

Stiff SILT

Very stiff clayey SILT

12'

8'

±El. 458.7

±El. 460.6

±El. 454.0

10'

0.8'

5'

19.1'

18.3'

9.4'

14'

3'

20.0'

Ext. weak (R0)

CLAYSTONE

Weak to medium strong (R2 to R3) SANDSTONE

Hard SILT (topsoil/residual soil)

20.1'

6'

20'

5'

Weak to medium strong

(R2 to R3) SANDSTONE

Very weak to weak

(R1 to R2)

Hard SILT (residual soil)

Med. stiff CLAY

17+00

16+00

19+00

18+00

460.50

460.22

E

T

16+00

17+00

18+00

19+00

UNIVERSITY ST.

ONYX ALLEY

18" SD

1200 E. 23rd AVE.

1240 & 1242 E. 23rd AVE.

2288 UNIVERSITY ST.

2295 UNIVERSITY ST.

2290 ONYX ST.

2300 ONYX ST.

FIGURE 5A

5A

STA. 15+00 TO STA. 19+60

BH-1

±El. 460.2

7.8'

5.5'

BH-1

20+00

21+00

22+00

23+00

24+00

25+00

20+00

21+00

22+00

23+00

25+00

EMERALD ST.

ONYX ST.

W 36"CC

2300 ONYX ST.

1300 E. 23rd AVE.

1340 E. 23rd AVE.

1358 E. 23rd AVE.

1374 E. 23rd AVE.

1390 E. 23rd AVE.

1328 E. 22nd AVE.

24+00

MATCH SHEET B-36771-C4

FIGURE 6A

6A

STA. 19+60 TO STA. 25+00

MATCH SHEET B-36771-C4

Appendix B Boring Logs and Core Box Photos

ASPHALTIC CONCRETE (±6 inches).

Loose to medium dense CRUSHED ROCK (GP) (±10 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Extremely weak (R0) silty SANDSTONE;

orange-brown and iron- and manganese-stained, decomposed to moderately weathered, scattered lenses of grey silt (±0.5-inch thick), fine sand, (Eugene Formation).

Extremely weak to very weak (R0 to R1) below ±5.5 feet.

Very weak to weak (R1 to R2) silty SANDSTONE;

grey to dark grey, slightly weathered to fresh, thin bedding, fine sand, (Eugene Formation).

BOTTOM OF BORING

459.7 0.5

458.9 1.3

452.5 7.8

440.0 20.3

SS-1-1

SS-1-2

SS-1-3

SS-1-4

SS-1-5

SS-1-6

SS-1-7

SS-1-8

Capped with AC cold patch and gravel

Backfilled with bentonite chips

Moisture, %

RQD., %

Elev.

0 50 100

SPT,

Installations/ Backfill/

Feet

Soil and Rock Description and

Comments Log

N-Value

Water TableDepth Samples N-Value

Samples

RecoveryRecovery

Surface Elevation:

Date of Boring:

2181003Project No.:

460.2

Boring Log: BH-1

January 24, 2018

Surface Elevation: EWEB E 23rd Avenue Transmission Line

EWEB E 23rd Avenue Transmission Line

Project No.:

460.2

460.2 feet (Approx.)

Boring Log: BH-1

50/5"

50/1st 3"

50/1st 3½"

ASPHALTIC CONCRETE (±4 inches).

(±8 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Medium stiff CLAY, trace sand and gravel (CH); grey to dark brown, moist, high plasticity, fine to coarse sand, fine subangular to rounded gravel, (topsoil/residual soil).

Hard SILT, some clay and sand (ML); orange-brown and iron- and manganese-stained, moist, medium plasticity, fine to coarse sand, (residual soil).

Very weak to weak (R1 to R2) silty SANDSTONE;

grey to dark grey, slightly weathered, very thin bedding, fine sand, (Eugene Formation).

Weak (R2) below ±12.5 feet.

Weak to medium strong (R2 to R3) SANDSTONE;

grey mottled white, fresh, fine to medium sand,

0.3 453.0

1.0

449.0 5.0

448.0 6.0

434.0 20.0

433.9 20.1

SS-2-1

SS-2-2

SS-2-3

SS-2-4

SS-2-5

SS-2-6

SS-2-7

SS-2-8

Boring Log: BH-2

January 23, 2018

454.0 feet (Approx.)

Boring Log: BH-2

453.7

50/1st 1"

50/1st 4"

ASPHALTIC CONCRETE (±6 inches).

(±6 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Hard SILT, some sand and organics (ML);

orange-brown and iron-stained, damp to moist, low plasticity, fine to medium sand, organics consist of wood debris, (topsoil/residual soil).

Extremely weak to very weak (R0 to R1) silty SANDSTONE; light brown and iron-stained, decomposed to highly weathered, very thin bedding, fine sand, (Eugene Formation).

Close joints are planar, rough, open, and horizontal below ±6 feet.

Moderately weathered, brown and iron-stained joints below ±8.7 feet.

Very weak to weak (R1 to R2) silty SANDSTONE;

dark grey, slightly weathered to fresh, close joints are planar to curved, rough, open, some iron-stained and horizontal, very thin bedding, fine sand, Extremely weak (R0) and very close, open, and iron-stained joints from ±12.7 to 14 feet.

Weak (R2) SANDSTONE; grey mottled white, fresh, close joints are planar, rough, open to closed, and ±20° to horizontal, very thin bedding, fine to medium sand, (Eugene Formation).

Medium strong (R3) below ±16.9 feet.

Some grey silt interbeds and clasts at ±17 feet.

Extremely weak (R0) CLAYSTONE; light grey, slightly weathered to fresh, very thin laminations,

458.2 0.5

457.7

455.7 3.0

449.3 9.4

444.7 14.0

440.4 18.3

438.7 20.0

SS-3-1

SS-3-2

CS-3-1

CS-3-2

CS-3-3

CS-3-4

458.7

Boring Log: BH-3

458.7

458.7 feet (Approx.)

Boring Log: BH-3

80808080

50/1st 5½"

(±6 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Stiff SILT, some sand (ML); dark brown, moist, low plasticity, fine to medium sand, (topsoil/residual soil).

Very stiff clayey SILT, scattered organics (MH); light brown and iron- and manganese-stained, wet, medium plasticity, organics consist of fine roots, blocky structure, relict rock texture, (residual soil).

Extremely weak to very weak (R0 to R1) SILTSTONE;

light brown and iron-stained, moderately weathered, very thin bedding, (Eugene Formation).

Very weak to weak (R1 to R2) silty SANDSTONE; light brown and iron-stained, moderately to slightly weathered, very thin bedding, fine to medium sand, Weak to medium strong (R2 to R3) BASALT; dark grey, slightly weathered to fresh, (Eocene-Oligocene Intrusive Basaltic Rocks).

Medium strong (R3) below ±19 feet.

459.8

0.8

455.6

452.6 8.0

450.6 10.0

448.6 12.0

441.5 19.1

SS-4-1

SS-4-2

SS-4-3

SS-4-4

SS-4-5

SS-4-6

SS-4-7

SS-4-8

460.6

Boring Log: BH-4

460.6

460.6 feet (Approx.)

Boring Log: BH-4

460.3

50/1st 2"

50/1½"

50/1st 1½"

(±8 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Extremely weak (R0) SILTSTONE; yellowish white and iron-stained, (Eugene Formation).

dark grey, slightly weathered to fresh, very thin bedding, fine sand, some shells, (Eugene Formation).

Close joints are planar to curved, rough, and iron-stained, horizontal joints below ±10 feet.

Very weak (R1) below ±11 feet.

Weak (R2) from ±11.4 to 12.3 feet.

Very weak (R1) from ±12.3 to 13.2 feet.

Weak (R2) basalt lens (possible intrusion), dark grey, fresh to slightly weathered from ±19.2 to 20.4 feet.

Basalt contact is paralleled with calcite veining on the sandstone side of the contact.

Calcite veining below ±19 feet.

Very close jointed from ±19.5 to 20 feet.

461.5

454.5 8.0

441.7 20.8

SS-5-1

SS-5-2

CS-5-1

CS-5-2

CS-5-3

462.5

Boring Log: BH-5

January 26, 2018

462.5

462.5 feet (Approx.)

Boring Log: BH-5

462.2

72/7"

ASPHALTIC CONCRETE (±5 inches).

(±6 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Stiff SILT, some sand (ML); brown and iron-stained, moist, low plasticity, fine sand, (residual soil).

Extremely weak (R0) silty SANDSTONE;

orange-brown and iron- and manganese-stained, decomposed to highly weathered, thin bedding, fine

Extremely weak to very weak (R0 to R1) below ±5 feet.

Extremely weak to very weak (R0 to R1) silty SANDSTONE; blue-grey, moderately weathered, iron-stained joints, very thin to thin bedding, fine to coarse sand, (Eugene Formation).

Slickensides at ±12.5 feet.

Less coarse sand below ±12.5 feet.

dark grey, slightly weathered, very thin bedding, fine

459.5 0.4

459.0 0.9

457.4

449.9 10.0

445.4 14.5

439.7 20.2

SS-6-1

SS-6-2

SS-6-3

SS-6-4

SS-6-5

SS-6-6

SS-6-7

SS-6-8

459.9

Boring Log: BH-6

459.9

459.9 feet (Approx.)

Boring Log: BH-6

50/6"

50/3"

50/1st 2½"

727272

50/3½"

50/4½"

ASPHALTIC CONCRETE (±4.5 inches).

(±10 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Very soft silty CLAY (CH); grey, wet, medium plasticity, (topsoil/residual soil).

Soft CLAY (CH); blue-grey, moist, medium to high plasticity, (residual soil).

Stiff to very stiff SILT, some sand (ML); brown and iron-stained, moist, low plasticity, fine to medium sand, (residual soil).

Medium dense silty SAND (SM); brown, wet, fine sand, (residual soil).

Extremely weak (R0) silty SANDSTONE; brown and iron- and manganese-stained, decomposed to highly weathered, very thin bedding, fine sand, Extremely weak to very weak (R0 to R1) below ±15 feet.

Some grey silt lenses between ±17.5 to 19 feet.

Weak to medium strong (R2 to R3) silty SANDSTONE; dark grey, slightly weathered to fresh, 0.4

454.6 1.2

452.3 3.5

450.3 5.5

444.3 11.5

443.1 12.8

436.8 19.0

435.5

SS-7-1

SS-7-2

SS-7-3

SS-7-4

SS-7-5

SS-7-6

SS-7-7

SS-7-8

455.8

Boring Log: BH-7

January 25, 2018

455.8

455.8 feet (Approx.)

Boring Log: BH-7

455.4

94/10"

Water Table

ASPHALTIC CONCRETE (±3 inches).

(±12 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Soft silty CLAY, some organics (CL); grey, wet, medium plasticity, organics consist of fine roots, (topsoil/residual soil).

Stiff silty CLAY, some sand (CL); light brown mottled grey and iron-stained, wet, medium plasticity, fine to coarse sand (residual soil).

Extremely weak (R0) silty SANDSTONE; light brown alternating with orange-brown and iron-stained, Very weak (R1) and orange-brown below ±10 feet.

Manganese-stained below ±12.5 feet.

dark grey, slightly weathered, fine sand, 447.5

443.7

442.2 6.5

430.3 18.4

428.5

SS-8-1

SS-8-2

SS-8-3

SS-8-4

SS-8-5

SS-8-6

SS-8-7

SS-8-8

448.7

Boring Log: BH-8

448.7

448.7 feet (Approx.)

Boring Log: BH-8

448.5

93/11"

(±12 inches); dark brown, moist, ±1.5-inch minus, angular to subangular gravel, (base rock).

Stiff silty CLAY, some sand (CL); light brown, wet, medium plasticity, fine sand, (residual soil).

Extremely weak (R0) silty SANDSTONE;

orange-brown and iron- and manganese-stained, Dark brown at ±10 feet and very weak (R1) and moderately weathered below ±10 feet.

dark grey, slightly weathered, very thin bedding, fine

442.7

440.0 4.0

430.0 14.0

423.8

SS-9-1

SS-9-2

SS-9-3

SS-9-4

SS-9-5

SS-9-6

SS-9-7

Boring Log: BH-9

444.0 feet (Approx.)

Boring Log: BH-9

443.7

50/3"

Project 2181003

Photo 1B. BH-3 Box 1

Photo 2B. BH-3 Box 2

Photo 3B. BH-5 Box 1

Photo 4B. BH-5 Box 2

Appendix C Laboratory Test Results

Table 1C. Natural Water Contents and Atterberg Limits

Sample Number

Depth (ft)

Natural Water Content (percent)

LL PL PI

USCS

Classification

SS-1-1 2.5 – 4.0 25.7

SS-1-2 5.0 – 6.0 27.3

SS-2-1 2.5 – 4.0 32.0 60 25 35 CH

SS-2-2 5.0 – 6.5 27.4

SS-3-1 2.5 – 4.0 24.6

SS-3-2 5.0 – 5.5 20.4

SS-4-1 2.5 – 4.0 25.7

SS-4-2 5.0 – 6.5 51.5 81 56 25 MH

SS-5-1 2.5 – 3.1 29.0

SS-6-1 2.5 – 4.0 26.1

SS-6-2 5.0 – 5.8 19.7

SS-6-3 7.5 – 8.5 22.3

SS-6-4 10.0 – 10.9 25.8

SS-7-1 2.5 – 4.0 33.7 53 26 27 CH

SS-7-2 5.0 – 6.5 24.1

SS-7-3 7.5 – 9.0 26.6

SS-7-4 10.0 – 11.5 24.3

SS-8-1 2.5 – 4.0 32.7

SS-8-2 5.0 – 6.5 33.0 39 24 15 CL

SS-8-3 7.5 – 9.0 28.0

SS-8-4 10.0 – 11.5 22.2

SS-9-1 2.5 – 4.0 43.8

SS-9-2 5.0 – 6.5 33.0

SS-9-3 7.5 – 9.0 28.8

SS-9-4 10.0 – 11.0 28.8

Table 2C. Unconfined Compression Test Results (ASTM D7012)

Core Run

(ft)

Description

Moisture Content

Moist Density, ym

(pcf)

Unconfined Compressive Strength, qu

(psi)

CS-3-2 10.0 – 10.6

Very weak (R1)

9.9 144.5 987

CS-3-3 15.0 – 15.6

11.5 139.4 1,002

CS-3-4 16.9 – 18.2

Medium strong (R3)

SANDSTONE

7.9 143.5 4,504

CS-5-2 11.4 – 12.0 Weak (R2) Silty SANDSTONE 9.9 144.5 1,773

CS-5-2 12.3 – 13.0

Very weak (R1)

10.5 144.7 893

CS-5-3 20.1 – 20.6 Weak (R2) Silty SANDSTONE 8.9 152.3 1,742

EWEB E 23rd Appendix A (3-8-18).pdf

Fig 6A - boring locations and cross-section.pdf

Sheets and Views

C5

Fig 5A - boring locations and cross-section.pdf

Sheets and Views

C4

Fig 4A - boring locations and cross-section.pdf

Sheets and Views

C3

Fig 3A - boring locations and cross-section.pdf

Sheets and Views

C2

Fig 2A - boring locations and cross-section.pdf

Sheets and Views

C1

Fig 1A - vicinity map.pdf

Sheets and Views

Layout1

EWEB Fig 1A (2-27-18).pdf

Sheets and Views

EWEB 23RD Figure 1A (2-28-18)-Layout1

EWEB Fig 2A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 2A

EWEB Fig 3A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 3A

EWEB Fig 4A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 4A

EWEB Fig 5A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 5A

EWEB Fig 6A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 6A

EWEB Fig 1A (2-27-18)r.pdf

Sheets and Views

EWEB 23RD Figure 1A (2-28-18)-Layout1

EWEB Fig 2A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 2A

EWEB Fig 3A (2-27-18).pdf

Sheets and Views

Fig 2A - 6A (2-27-18)-FIG 3A

EWEB Fig 4A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 4A

EWEB Fig 5A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 5A

EWEB Fig 6A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 6A

EWEB Fig 2A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 2A

EWEB Fig 3A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 3A

EWEB Fig 4A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 4A

EWEB Fig 5A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 5A

EWEB Fig 6A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 6A

EWEB Fig 2A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 2A

EWEB Fig 4A (2-27-18).pdf

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Fig 2A - 6A (2-27-18)-FIG 4A

EWEB Fig 2A (3-2-18).pdf

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EWEB 23RD Figs 2A - 6A (3-2-18)-FIG 2A

EWEB Fig 3A (3-2-18).pdf

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EWEB 23RD Figs 2A - 6A (3-2-18)-FIG 3A

EWEB Fig 4A (3-2-18).pdf

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EWEB 23RD Figs 2A - 6A (3-2-18)-FIG 4A

EWEB Fig 5A (3-2-18).pdf

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EWEB 23RD Figs 2A - 6A (3-2-18)-FIG 5A

EWEB Fig 6A (3-2-18).pdf

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EWEB 23RD Figs 2A - 6A (3-2-18)-FIG 6A

EWEB 23RD Fig 2A (3-8-18).pdf

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EWEB 23RD Figs 2A - 6A (3-8-18)-FIG 2A

EWEB 23RD Fig 3A (3-8-18).pdf

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EWEB 23RD Figs 2A - 6A (3-8-18)-FIG 3A

EWEB 23RD Fig 4A (3-8-18).pdf

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EWEB 23RD Figs 2A - 6A (3-8-18)-FIG 4A

EWEB 23RD Fig 5A (3-8-18).pdf

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EWEB 23RD Figs 2A - 6A (3-8-18)-FIG 5A

EWEB 23RD Fig 6A (3-8-18).pdf

Sheets and Views

EWEB 23RD Figs 2A - 6A (3-8-18)-FIG 6A

EUGENE WATER & ELECTRIC BOARD

E 23rd Ave - Alder St to Emerald St

42” Transmission Main Extension and 16” Main

Replacement

WO 1705264

TECHNICAL SPECIFICATIONS

APRIL 2026

EXPIRES 06/30/2027

DIGITALLY SIGNED

April 2026 TOC-i Eugene Water & Electric Board

WO#: 1705264 E 23rd Ave – Alder St to Emerald St

42” Trans Main Extension and 16” Main Replacement

TABLE OF CONTENTS

CONTRACT SPECIFICATIONS

Section Title

01010 SUMMARY OF WORK

01014 WORK COORDINATION SEQUENCE AND SCHEDULE

REQUIREMENTS

01060 HEALTH, SAFETY AND EMERGENCY RESPONSE PROCEDURES

01200 MEASUREMENT AND PAYMENT

01300 SUBMITTALS

01320 PROJECT MEETINGS AND COMMUNICATIONS

01400 QUALITY CONTROL

01420 REFERENCE STANDARDS

01500 CONSTRUCTION FACILITIES AND UTILITIES

01560 CONSTRUCTION SITE MANAGEMENT

01561 TEMPORARY EROSION AND SEDIMENT CONTROL

01570 TRAFFIC CONTROLS

01700 RESTORATION OF IMPROVEMENTS

01720 AS BUILT RECORDS

01720A VALVE CARD FORM

01720A VALVE SHEET

01750 CONTRACT CLOSEOUT REQUIREMENTS

02200 TRENCHING AND BACKFILL

02350 SHEETING SHORING AND BRACING

02510 WELDED STEEL WATER PIPELINES

02520 POLYURETHANE COATING OF STEEL PIPE

02600 DUCTILE IRON PIPING

02605 WATER SERVICES AND METERS

02606 WATER DISTRIBUTION VALVES

02610 AIR RELEASE AND VACUUM VALVES

02615 BUTTERFLY VALVES

02675 TESTING

02690 CATHODIC PROTECTION

100000 SUPPLEMENTAL INFORMATION (bound separately)

April 2026 01010-1 Eugene Water & Electric Board

SECTION 01010

SUMMARY OF WORK

PART 1 - GENERAL

1.01 GENERAL

The work covered under this contract will be performed on E 23rd Avenue between Alder Street and Emerald Street. Work will include extending the 42-inch transmission main and replacing the existing 16-inch distribution main. Contractor will be required to notify, coordinate, and comply with the City of Eugene communication, safety, and restoration requirements.

1.02 DESCRIPTION OF PROJECT

The work to be performed under this contract includes but is not limited to:

• Open trench construction of approximately 2342 feet of 42-inch welded steel pipe, 350 feet of 8-inch ductile iron pipe, 2400 feet of 16-inch ductile iron pipe, including temporary and permanent restoration of the disturbed surfaces as required by the City of Eugene.

• Relaying sewer and storm pipelines as necessary to facilitate construction in accordance with City of Eugene construction standards.

• Providing traffic control including managing safe pedestrian and bicycle movement around work zone. Install signs, message boards, and coordinate with

City of Eugene.

• Completing flushing and testing of all new pipelines.

• Comply with all City of Eugene erosion and right of way permit requirements.

Provide all required notices and inspections required by permit.

• Coordination with other contractors working nearby. Maintain neat and orderly work site. Engage in regular communication and coordination with other contractors working in the area. Modify work schedules and work zones as necessary to facilitate deliveries and truck traffic.

• Install erosion control measures including tree protection and all other erosion control required by plans, permits, and the City of Eugene. Contractor responsible to modify plan as necessary to ensure protection of trees, waterways and storm drains.

• Install and test cathodic protection system.

1.03 WORK COMPLETED BY OWNER

EWEB will complete the following work.

April 2026 01010-2 Eugene Water & Electric Board

• Disinfecting the new pipelines.

• Tie-in work on pipelines smaller than 20”.

1.04 SCHEDULE

All work shall be completed by the dates specified in Section 00400.

All work shall be performed between the hours of 7am and 7pm except as requested and approved by City of Eugene.

1.05 PREVAILING WAGES

Prevailing Wages are required for the project. See Specification Section 00830.

1.06 CLEAN-UP

• Keep the work site, staging areas, and Contractor’s facilities clean and free from rubbish, debris and soil/rock on the street surface.

• Remove materials and equipment from the site when they are no longer necessary.

• Clear all equipment, unused materials, and rubbish from the site upon completion of the work and before final acceptance, the work site shall be cleared of equipment, unused materials, and rubbish.

1.08 PERMITS

EWEB shall obtain:

• Erosion and Sediment Control Permit. Contractor shall abide by all permit regulations and conditions. See specification 10000.

• City of Eugene Right of Way Permit. Contractor shall abide by all permit regulations and conditions. See specification 10000.

CONTRACTOR shall obtain:

• Any other permits required to complete the work.

1.09 POTHOLES AND VERTICAL CONFLICTS

• Potholes of some but not all buried utilities have been completed and shown on the plans. It is likely that additional live and abandoned utilities and structures will be encountered and minor adjustments will need to be made. Contractor shall work with all utilities to identify any unlocated facilities discovered. Contractor shall pothole all utilities ahead of laying pipe and make adjustments to alignment and grade as necessary to efficiently complete work without rework.

April 2026 01010-3 Eugene Water & Electric Board

END OF SECTION

April 2026 01014-1 Eugene Water & Electric Board

SECTION 01014

WORK COORDINATION, SEQUENCE, AND SCHEDULE REQUIREMENTS

PART 1 – GENERAL

1.01 SECTION INCLUDES

A. Requirements for the coordination, sequencing, and scheduling of the work.

1.02 CONTINUITY OF OPERATIONS

A. GENERAL

Coordinate the construction of the improvements to limit any disruptions in the normal operation of the EWEB Water Distribution System. Coordinate all work with other contractors working within and near the project limits.

B. ACCESS

Coordinate work to avoid interference with access to residences and businesses whenever possible. Coordinate daily access routines with nearby property Owners.

Access shall be always be maintained to E 23rd Avenue. When the work interferes or impacts residences and businesses provide a minimum 48 hours written notice to the resident or business and reasonably accommodate their requests.

1.03 WORK SEQUENCE AND SCHEDULE

A. The following general work sequence is anticipated for the project and includes but is not limited to the following:

1. Contractor constructs new pipelines, manholes, hydrants and appurtenances.

2. EWEB inspects the new water main.

3. Contractor backfills trench with compacted rock and places temporary pavement near driveways, intersections, pedestrian routes and other areas to prevent tracked gravel, erosion, and hazards to the public.

4. Contractor completes filling, flushing, hydrostatic and weld testing of new water mains as specified based on established phasing.

5. Contractor to place permanent base lifts of paving

6. EWEB crews complete the disinfection, water quality testing, and main tie-in following successful testing.

7. Contractor to perform final restoration of disturbed areas.

B. Project Specific coordination dates

April 2026 01014-2 Eugene Water & Electric Board

1. This list is not exhaustive.

a. Construction Start Date: June 15, 2026

b. Substantial Completion Date: March 5, 2027

c. Final Completion Date: April 9, 2027

1.04 Coordination

A. Coordinate scheduling, submittals, and the work to ensure an efficient and orderly sequence of installation and construction of interdependent elements.

B. Coordinate the work of various sections having interdependent responsibilities for installing water infrastructure.

C. Accommodate EWEB crews within work zone as necessary by modifying traffic control, erosion control, and altering trucking routes as necessary to allow EWEB crews to efficiently complete necessary work.

D. Coordinate work with work planned by other utility companies also performing work on the project. Ensure that new facilities will not conflict with other planned utility work by actively communicating and coordinating with other contractors working in the area.

E. Coordinate with City of Eugene staff and contractors. Ensure construction and new facilities will not conflict with City’s planned on-site improvements.

1.05 NOTIFICATIONS

A. Provide a minimum 48 hours’ notice for EWEB inspections.

B. Provide a minimum 2 weeks’ notice for scheduling tie-in work.

C. Provide city of Eugene a minimum 48 hours to schedule inspections for ROW inspections

1.06 SUBMITTALS

A. The Contractor shall submit a construction schedule and shall not proceed with the work until the schedule has been returned to the Contractor with the approval of the

Engineer.

B. Submit in accordance with Section 01300.

April 2026 01060-1 Eugene Water & Electric Board

SECTION 01060

HEALTH, SAFETY AND EMERGENCY RESPONSE PROCEDURES

PART 1 – GENERAL

A. Contractor’s responsibilities for safety during all work for this project.

1.02 GENERAL

B. The Contractor assumes full responsibility for safety for all work related to the

Contract Documents. By submitting a bid, the Contractor certifies that they are experienced and qualified to anticipate and meet the safety and health requirements of this project.

1.03 SAFETY AND HEALTH REGULATIONS

A. Safety and Health Regulations for Construction, under Section 107 of the Contract

Work Hours and Safety Standards Act, as set forth in Title 29, C.F.R.

B. Federal and State Occupational Safety and Health Act, as amended.

1.04 CONSTRUCTION SAFETY PLAN

A. Submit, in accordance with Section 01300, a construction site safety plan, which details the methods and procedures to comply with State, Federal, and local health and safety laws, rules and requirements for the duration of the Contract Time. At a minimum include the following:

1. Procedures for providing workers with an awareness of safety and health hazards expected to be encountered during the course of construction.

2. Safety equipment appropriate to the safety and health hazards expected to be encountered during construction. Include warning devices, barricades, safety equipment in public right-of-way and protected areas, and safety equipment used in multi-level structures.

3. Methods for minimizing employees’ exposure to safety and health hazards expected during construction.

4. Procedures for reporting safety or health hazards.

5. Procedures to correct and follow-up on a recognized safety and health hazard.

6. Procedures for investigation of accidents, injuries, illnesses and unusual events that have occurred at the construction site.

April 2026 01060-2 Eugene Water & Electric Board

7. Periodic and scheduled inspections of general work areas and specific workstations.

8. Training for employees and workers at the job site, including at a minimum:

a. General Safety Rules, including reporting of Unsafe Conditions

b. Hazard Communication & chemical safety

c. Evacuation Routes, Alarms & Procedures

d. Hot Work Program

e. Process Safety Management

f. Personal Protective Equipment

9. Methods of communication of safe working conditions, work practices and required personal protection equipment.

10. Identify the OSHA Certified competent person, defined as one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary, hazardous, or dangerous to employees and one how has the authority to take prompt corrective action, and who will be onsite during all phases of construction.

B. Assume responsibility for every aspect of Health and Safety on the job site, including the health and safety of Subcontractors, suppliers, and other persons on the job site.

C. Transmit to Owner copies of reports and other documents related to accidents or injuries encountered during construction.

D. To ensure the safety of Contractor and Owner employees, facilities and equipment, the Contractor shall conduct comprehensive pre-work safety review conferences with employees.

E. Provide to the Engineer a listing of all hazardous chemicals with applicable

Material Safety Data Sheets that will be used on the job site.

F. Utilize employees trained in safe practices and instruct employees as to the specific potential hazards of this project and protection procedures that are to be used during the course of the project. Contractor shall maintain records as to training and enforcement procedures that assure that safe practices are followed.

G. Contractor shall be responsible for providing all necessary safety equipment.

April 2026 01200-1 Eugene Water & Electric Board

SECTION 01200

MEASUREMENT AND PAYMENT

A. Requirements for measurement and payment for unit price items.

1.02 GENERAL

A. The total bid price shall cover all work required by the Contract Documents and cover all costs in connection with the proper and successful completion of the work. The final price shall include furnishing materials, equipment, supplies, and appurtenances; providing all construction equipment and tools necessary to complete the work; performing all necessary labor and supervision; and profit and overhead.

B. Payment for work bid at a unit price will be made only for actual quantities of accepted work, measured as specified below. The quantities appearing in the bid schedule are approximate and are provided for comparison of bids. EWEB does not warrant that the actual individual items, amount of work, or quantities will correspond to those shown in the bid schedule.

C. Items bid on a “Lump Sum” basis shall result in a complete structure or system in satisfactory working condition in respect to functionality of the installation.

1.03 MEASUREMENT AND PAYMENT

A. The numbers below correspond to the bid item numbers listed in Section 00400.

1. Mobilization, Bonds, Insurance and Demobilization

a. This item includes all requirements for mobilization, demobilization, bonds, insurance; living expenses; and all other administrative costs to complete the Work. Includes all work that is not part of another pay item.

b. Measurement:

This item will not be measured.

c. Payment:

The amount paid for mobilization in the progress payment will be based on the percent of the original contract amount, as follows:

i. When 5% of the contract work is completed as measured

April 2026 01200-2 Eugene Water & Electric Board by other bid items: 75% of the lump sum amount of this bid item will be paid

ii. When all work under this contract is substantially complete as determined by the owner: the remaining amount will be paid

2. Construction Survey

a. This item includes all work required to provide construction staking and grade control for the pipe alignment shown in the construction drawings.

Payment will be on a lump sum. Progress payments for this bid item will be based on overall percentage of project completion by cost.

3. Erosion Control, Protective Tree Fencing and Temporary Facilities

a. This item includes all work required to install and construct erosion control measures and protective tree fencing in accordance with City of Eugene requirements and permits. Bid item also includes temporary facilities (temporary fencing, protective orange fencing), prior to and during construction, in accordance with the

Contract Drawings, local code, and Section 01500 Construction

Facilities and Utilities, 01560 Construction Site Management and

01561 Temporary Erosion and Sediment Control. No additional payment will be made for the implementation of erosion and sediment control measures as directed by engineer or the City of

Eugene to rectify non-compliance with the requirements of the

Erosion…