Dale Avenue Pump Station Wet Well Rehabilitation Project ...

TECHNICAL MEMORANDUM

CITY OF SAN MATEO

DALE AVENUE PUMP STATION WET WELL

CONDITION ASSESSMENT

Prepared for: City of San Mateo

Prepared by: Daniel Day, V&A Consulting Engineers

Michael Johannessen, P.E., V&A Consulting Engineers

Nicole Kwan, V&A Consulting Engineers

Reviewed by: Noy Phannavong, P.E., V&A Consulting Engineers

Glenn Willson, P.E., V&A Consulting Engineers

Date: November 25, 2014

V&A Project No. 14-0206

V&A Project No. 14-0206 Introduction 2

INTRODUCTION 1.0

V&A Consulting Engineers (V&A) was retained by the City of San Mateo (City) to perform a condition

assessment of the wet wells at the Dale Avenue Pump Station within the City in preparation for

facility rehabilitation. The wet wells contain several slide gates that are reportedly severely corroded.

Of particular interest is the condition of Slide Gate No. 3 between the two wet wells. Also of interest

is the condition of unlined concrete and uncoated steel within the wet wells.

The condition assessment consisted of visual observations with photographic documentation of the

interior surfaces of the structure and associated components. A pole-mounted zoom camera was

used to record video of the condition of walls and structures in the wet wells below the concrete

platforms that were used to conduct the assessment. The depth to reinforcing steel was measured in

the concrete walls and the platform floors.

Condition assessment activities were completed in two site visits on September 30 and October 20,

2014. An aerial view of the Dale Avenue Pump Station site and the San Mateo Water Quality Control

Plant is shown in Figure 1. A closer aerial image of the pump station building is shown in Figure 2.

Figure 1. Aerial view of the Dale Avenue Pump Station and vicinity.

City of San Mateo

Dale Avenue Pump Station Wet Well Condition Assessment

V&A Project No. 14-0206 Introduction 3

Figure 2. Aerial view of the Dale Avenue Pump Station complex.

V&A Project No. 14-0206 Dale Avenue Pump Station Layout 4

DALE AVENUE PUMP STATION 2.0LAYOUT

The current Dale Avenue Pump Station was built in 1990 on the site of a previous pump station. The

pump station conveys flows eastward to the San Mateo Water Quality Control Plant (WQCP) through

two separate force mains. Wastewater flows by gravity into the pump station from a series of

manholes on the east and west sides of Patricia Avenue. The influent wastewater first enters the

underground Control Structure on the west side of the pump station and is distributed into the two

wet wells from there. A system of six hydraulically operated sluice gates was originally installed in the

Control Structure and wet wells to provide control of flow routing. Subsequently, because of

corrosion of the gate operators and hydraulic tubing, three of the gates were closed off with blind

flanges and two of the gates were removed.

The City is planning to rehabilitate the Dale Avenue Pump Station. The intent of the condition

assessment is to determine the condition of concrete structures, metal appurtenances, and of the

only remaining sluice gate, which is Sluice Gate 3 between the two wet wells. V&A was tasked with

the condition assessment. Cleaning and preparation of the wet wells and wet well pump intakes,

including removal of debris and de-ragging Pump 6, was conducted by Presidio Services, Inc., during

the same timeframe as the condition assessment.

The access to Wet Well 1 (WW1) and Wet Well 2 (WW2) is through at-grade hatches located on the

west side of the pump station. The hatches are approximately 10 feet above the west ends of

concrete platforms along the wall dividing the two wet wells. A confined space entry was conducted

for each wet well in order to visually assess the structures as accessible from the platforms. A pole-

mounted video camera was used to record conditions below the platforms. Figure 3 through Figure 5

show the wet wells and Control Structure at the Dale Avenue Pump Station.

City of San Mateo



Figure 3. Dale Avenue Pump Station section looking north.

Figure 4. Dale Avenue Pump Station section looking west.

City of San Mateo



Figure 5. Dale Avenue Pump Station plan view schematic.

N

V&A Project No. 14-0206 Methods and Procedures 7

METHODS AND PROCEDURES 3.0

3.1 Access and Confined Space Entry

The interior of the Dale Avenue Pump Station wet wells are considered permit-required confined

spaces. The confined space entry evaluations were made using precautions including permit

procedures, ventilation and monitoring equipment, and appropriate personal protective equipment.

Access into the wet wells was by an extension ladder that was placed on the platform and secured at

the entry hatches. A self-retracting lifeline (SRL) was used to provide fall protection and emergency

retrieval capabilities.

3.2 Visual Evaluation

The primary investigative method was to conduct visual examinations supplemented with digital

photographs and videos. The visual assessment focused on the condition of metal appurtenances,

coatings, and reinforced concrete surfaces. Structural defects such as large cracks, spalls, and

corrosion of reinforcing steel and metal fasteners were noted when found. The assessments are

subjective in nature and are based on V&A’s extensive experience evaluating concrete and steel

structures in the water and wastewater industry.

3.3 Concrete Evaluation Techniques

3.3.1 Sounding

Sounding a surface refers to tapping the concrete surface with a chipping hammer and listening for

discontinuities beneath the surface. Locations for sounding tests were selected at the discretion of

the evaluator.

3.3.2 Penetration Tests

Penetration tests involve applying a consistent level of force from a chipping hammer to the concrete

surface, until sound material is reached, and then measuring the depth of the resulting cavity. The

cavity depth provides an estimate of the integrity and condition of the concrete surfaces. Typically, as

concrete deteriorates, the cement mortar begins to lose integrity and becomes soft. The sound

produced by the hammer strike also provides qualitative information on the presence of voids below

the surface.

City of San Mateo



3.3.3 Depth to Steel Reinforcement

Measurements of the depth of concrete cover over the

reinforcing steel were made using a Profometer 5+ Rebar

Detection System, manufactured by Proceq USA, Inc. (Figure 6).

The Profometer uses non-destructive pulse-induction technology

as the measuring method. Concrete cover depth is crucial to the

corrosion protection of reinforced concrete structures. The

greater the concrete cover thickness, the less likely that the

reinforcing steel will be subjected to corrosion.

3.3.4 Envirosight QuickView Haloptic Pole Camera

The portions of the wet wells below the deck were evaluated using the

Envirosight Quickview pole camera (Figure 7). This system is an

efficient tool for evaluating structures that are particularly difficult to

access. The zoom camera system is pole-mounted and can be lowered

into a structure by extending the telescoping pole. The maximum

extension length is 25 feet. The QuickView camera is equipped with

zoom capabilities and halogen lighting to allow video documentation of

the structure. Digital images are recorded as movies or still shots. In

this situation, the pole camera was extended below the platform decks

to image the walls and the slide gates in the lower wet wells. The

camera system is capable of providing clear images over 100 feet from

the camera.

3.3.5 Concrete pH Sample

The pH of the exposed concrete surface indicates the corrosivity of the environment. Concrete

fragments were collected from WW1 at a floor location where a relatively large area of concrete was

exposed. The pH was measured using an ECO Testr pH2 handheld electronic meter. The pH probe

was calibrated prior to testing using pH 4.00, 7.00, and 10.00 standard buffer solutions.

V&A has developed a table correlating concrete pH with corrosivity of the environment, as shown in

Table 3-1. The data in Table 3-1 is derived from past experience and a review of technical literature,

such as ACI International Technical Document C-24, “Durable Concrete.” The concrete pH also

correlates well with the overall physical integrity of the concrete surface as a result of cement paste

carbonation and atmospheric hydrogen sulfide vapor attack.

Figure 7. Envirosight

QuickView Pole Camera

Figure 6. Profometer 5+

Rebar Detector

City of San Mateo



Table 3-1. Concrete pH versus

Environmental Corrosivity

pH Degree of Corrosivity

< 8 Severe

8 to 10 Moderate

10 to 12 Neutral

> 12 Negligible

3.3.6 VANDA™ Concrete Condition Index Rating System

The VANDA™ Concrete Condition Index was created by V&A to provide consistent reporting of

corrosion damage based on qualitative, objective criteria. As shown in Table 3-2, the condition of

concrete corrosion can vary from Level 1 to Level 4 based upon visual observations and field

measurements, with Level 1 indicating the best condition and Level 4 indicating severe damage.

Table 3-2. VANDA™ Concrete Condition Index Rating System

Condition

Rating Description

Representative

Photograph

Level 1

None/Minimal Damage to Concrete

Hardness: No Loss

Surface Profile: No Loss

Cracking: Shrinkage Cracks

Spalling: None

Reinforcing Steel : Not Exposed or Damaged

Level 2

Damage to Concrete Mortar

Hardness: Damage to Concrete Mortar

Surface Profile: Some Loss

Cracking: Thumbnail Sized Cracks of Minimal Frequency

Spalling: Shallow Spalling of Minimal Frequency, Related Reinforcing Steel

Damage

Reinforcing Steel : May Be Exposed but Not Damaged

Level 3

Loss of Concrete Mortar/Damage to Reinforcing Steel

Hardness: Complete Loss

Surface Profile: Large Diameter Exposed Aggregate

Cracking: ¼-inch to ½-inch Cracks, Moderate Frequency

Spalling: Deep Spalling of Moderate Frequency, Related Reinforcing Steel

Damage

Reinforcing Steel: Exposed and Damaged, Can Be Rehabilitated

Level 4

Reinforcing Steel Severely Corroded/Significant Damage to Structure

Hardness: Complete Loss

Surface Profile: Large Diameter Exposed Aggregate

Cracking: ½-inch Cracks or Greater, High Frequency

Spalling: Deep Spalling at High Frequency, Related Reinforcing Steel Damage

Reinforcing Steel: Damaged or Consumed, Loss of Structural Integrity

© 2014 V&A Consulting Engineers, Inc. All rights reserved.

City of San Mateo



3.4 Coating Sample Analysis

V&A collected two coating samples, one from each wet well. The samples were tested for lead,

chromium, zinc and 13 other Title 22-regulated heavy metals, according to EPA Method 6020A, at

Xenco Laboratories, an environmental-analysis lab in Stafford, Texas. Mercury was tested per EPA

Method 7471A. If lead or other heavy metals are present in the coatings in significant

concentrations, abatement protocols will be required during the surface-preparation phase of

recoating the wet wells.

V&A Project No. 14-0206 Condition Assessment Findings 11

CONDITION ASSESSMENT 4.0FINDINGS

4.1 Wet Wells

4.1.1 Concrete Surfaces

Most of the concrete surfaces in Wet Wells 1 and 2 were originally coated. There appear to be

several layers of coating, all of which are generally deteriorated. The upper layer is peeling and loose

in most locations, while the lower layers are somewhat more adherent. All of the layers have failed in

many locations, and the bare concrete is beginning to corrode. Generalized coating failure has left

large areas of bare concrete visible at the middle and lower elevations above the water line in both

wet wells. In other areas, the coating failure is mostly localized at pinholes and, in particular, at

corners and edges. Blisters in the coating were visible at lower elevations.

Where there has been generalized coating failure, the concrete surfaces have sustained damage to

the mortar with some loss of surface profile. Locations away from the platforms were not accessible

for detailed evaluation, but medium-diameter exposed aggregate was evident. In general, the coating

failure and concrete degradation was worse in WW1. The southeast corner of WW2 may have

erosion damage to the concrete surfaces below the sump pump discharge. There were some

relatively small areas of generalized coating failure on the platform floors.

Coating failure at corners and edges, such as the edges of the platform and the corners of the ceiling

beams, has resulted in loss of mortar hardness and some expansion of the corrosion products at

these locations. Exposed aggregate was visible at some of these locations. Some of the pinholes

also exhibited similar concrete degradation. There was also an apparent split in the coating on the

east wall of WW1, near the water line, that appears to form a “pouch” that collects debris or grease

buildup.

The exposed concrete surfaces in Wet Wells 1 and 2 are rated VANDA Level 2 for concrete condition.

No exposed reinforcing steel was observed. Photo 4-1 through Photo 4-17 show the concrete and

coating conditions in the wet wells.

City of San Mateo



Photo 4-1. Coating failure on WW1 north

wall near water line.

Photo 4-2. WW1 northeast corner with

blistered and failed coating.

Photo 4-3. WW1 east wall. White areas are

exposed concrete.

Photo 4-4. Typical coating deterioration and

concrete corrosion at corners of WW1 roof

beams.

Photo 4-5. WW1 ceiling and north wall. Photo 4-6. WW1 west wall.

City of San Mateo



Photo 4-7. Split in coating on WW1 east wall

may collect debris.

Photo 4-8. Coating failure and bare concrete

with exposed aggregate in WW2.

Photo 4-9. Coating failure and bare concrete

in WW2.

City of San Mateo



Photo 4-10. WW2, blisters at lower levels in

southeast corner.

Photo 4-11. WW2, possible erosion damage

below sump pump discharge.

Photo 4-12. WW2, typical coating blisters

above platform.

Photo 4-13. WW2, southeast corner with

sump pump discharge active.

Photo 4-14. WW2, typical ceiling surfaces. Photo 4-15. WW2 platform, looking east.

City of San Mateo



Photo 4-16. Poorly sealed penetration for

tubing to sluice gate operator in WW2.

Photo 4-17. Coating failure and moderate

concrete degradation at edge of platform in

WW2.

A concrete sample for pH testing was collected from the platform floor in WW1 at a location with a

relatively large area of coating failure. The measured pH was 5.1, confirming that the typical internal

atmosphere of the wet wells is severely corrosive to concrete.

Penetration measurements on the accessible walls of the wet wells revealed that the concrete has

lost hardness to a depth of up to 1/2 of an inch. This indicates moderate deterioration of the

concrete walls. The areas of generalized coating failure and concrete degradation were not

accessible from the platform and may have a somewhat greater depth of degradation. The results of

the penetration tests are summarized in Table 4-1.

Table 4-1. Penetration Test Results

Location Penetration Depth

(in.)

WW1 and WW2 platform floors Up to 1/4

WW1 walls accessible from platform 1/8 to 3/8

WW2 walls accessible from platform Up to 1/2

For corrosion protection of reinforcing steel in water-retaining structures, ACI 350-06, “Code

Requirements for Environmental Engineering Concrete Structures,” states that the minimum depth

of concrete cover over reinforcing steel should be 2 inches. Depths to reinforcing steel were

measured for the accessible wet well walls above the platforms. Measurements are for the vertical

bars, as the horizontal bars were outside the measuring range of the instrument, as were the bars in

the platform floors. The results are summarized in Table 4-2. It should be noted that these results

are based on a few randomly selected point locations; depths in other locations may differ.

City of San Mateo



Table 4-2. Depth to Reinforcing Steel Measurement Summary

Location Rebar Depth (in.)

WW1 south wall 1.8 to 2.3

WW1 east wall 1.7 to 2.0

WW1 west wall 2.3 to 2.5

WW2 north wall 2.5 to 2.8

WW2 east wall 1.9

WW2 west wall 2.5

Some of the measurements are slightly below the minimum depth of 2 inches. Based on the

observed extent of concrete degradation, the reinforcing steel may become susceptible to corrosion

if the concrete corrosion is not mitigated.

4.1.2 Coating Sample Analysis

Coating samples were collected from each wet well and evaluated. One sample was from the south

wall of WW1 and represented the second layer of coating below the surface. This was probably the

previous coating that had been applied prior to the current coating. The other sample was from the

north wall of WW2 near the sluice gate operator and represented the top coating layer. A large area

of the coating was loose and peeling at this location. Table 4-3 summarizes the results of the

samples that were analyzed. The coating sample analysis report is included in Appendix A.

Table 4-3. Summary of Coating Sample Laboratory Results

Metal

TTLC

Maximum

Concentration

(ppm)

Wet Well 1

(ppm)

Wet Well 2

(ppm)

Antimony 500 BRL BRL

Arsenic 500 BRL BRL

Barium 10,000 169 195

Beryllium 75 BRL 0.451

Cadmium 100 BRL BRL

Chromium 2,500 3.34 BRL

Cobalt 8,000 BRL BRL

Copper 2,500 2.52 2.81

Lead 1,000 1.95 3.05

Mercury 20 0.0697 0.171

Molybdenum 3,500 1.97 BRL

City of San Mateo



Metal

TTLC

Maximum

Concentration

(ppm)

Wet Well 1

(ppm)

Wet Well 2

(ppm)

Nickel 2,000 28.4 BRL

Selenium 100 BRL BRL

Silver 500 BRL BRL

Thallium 700 BRL BRL

Vanadium 2,400 2.52 3.69

Zinc 5,000 4.93 3.18

ppm – parts per million BRL – below reporting limit

Based on the results of the coating sample analysis, lead abatement is not required during the

removal of the coating. In addition, the waste generated from the removal of the coating is not

expected to exceed the total threshold limit concentrations (TTLC) maximums for any of the 17 heavy

metals tested for. However, waste produced during coating removal should be tested prior to

transporting it out of the Dale Avenue Pump Station site for disposal. Also, it is possible that

additional (lower) coating layers that exceed the threshold limits may still exist.

4.1.3 Inlet Piping

Based on visual evaluation using the zoom camera, the inlet pipes do not show signs of significant

deterioration. However, the access constraints and debris covering the pipes limited the evaluation.

Photo 4-18 through Photo 4-23 show the condition of the inlet pipes.

Photo 4-18. Large inlet pipe inside WW1. Photo 4-19. Small inlet pipe inside WW1.

City of San Mateo



Photo 4-20. Large inlet pipe inside WW2. Photo 4-21. Small inlet pipe inside WW2.

Photo 4-22. End of large inlet pipe inside

WW2.

Photo 4-23. Weld on large inlet pipe inside

WW2.

4.1.4 Sluice Gate and Stop Logs

The operating mechanism for Sluice Gate 3 inside Wet Well 2 exhibits coating failure and minor to

moderate corrosion. The gate operator does not work per City staff comments. Nuts on the anchor

rods are loose and sound hollow, and the mortar edges have spalled from the base plate. The sluice

gate itself was not visible due to the water level during the evaluations. The top of the gate frame

was visible and did not appear to be significantly corroded; cast lettering was still legible on the

frame. The gate stem guide brackets were covered with debris and their condition could not be

determined. Photo 4-24 through Photo 4-31 show the observations for Sluice Gate 3 from WW2.

City of San Mateo



Photo 4-24. Operator for Sluice Gate 3

inside WW2.

Photo 4-25. Conduit entering operator for

Sluice Gate 3.

Photo 4-26. Coating failure and surface

corrosion at top of Sluice Gate 3 operator.

Photo 4-27. WW2 sluice gate operator,

spalled mortar along base plate.

City of San Mateo



Photo 4-28. Stem bracket for Sluice Gate 3

inside WW2.

Photo 4-29. Top of Sluice Gate 3 guides

projecting above water surface in WW2.

Photo 4-30. Gate channel in Sluice Gate 3

frame.

Photo 4-31. Cast lettering visible on Sluice

Gate 3 guide frame.

The wet wells’ stop log hardware appears to be in relatively good condition. WW1 has two stop log

gates; both appear to be in good condition, though rags and debris seem to easily get caught on the

stop log gates. WW2 has one stop log gate. The seals in the stop log guides are peeling back above

the top of the stop logs. The stop logs have round (possibly stainless steel) pegs on each side that

appear to be in good condition. Photo 4-32 through Photo 4-36 show the condition of the stop logs.

City of San Mateo



Photo 4-32. WW1 stop log gate (north of

two).

Photo 4-33. WW1 stop log gate (south of

two).

Photo 4-34. WW1 stop logs. Photo 4-35. Typical metal peg on WW2 stop

logs.

Photo 4-36. Sealing strips peeling back

inside WW1 stop log guides.

City of San Mateo



4.1.5 Conduits

The conduits inside the wet wells show localized coating failure and corrosion. Some of the clamps

and brackets are also corroded. This applies to the conduits for the sluice gate operator and in

general for the other conduits inside the wet wells. Conduits below the platform appeared to collect

debris near the water line. Photo 4-37 through Photo 4-39 show the typical condition of the conduits

inside the wet wells.

Photo 4-37. Coating failure and corrosion on

conduits in WW2 (typical).

Photo 4-38. Corroded conduit clamp inside

WW2 (typical).

Photo 4-39. Debris on conduits below WW1

platform.

City of San Mateo



4.1.6 Ducting and Miscellaneous Pipes

There are three fiber-reinforced plastic (FRP) ducts inside each wet well; two circular ducts near the

center of the platforms and one rectangular duct over the east end of the platforms. The rectangular

ducts have experienced minor degradation with some coating failure and delamination at the edges.

The middle circular ducts are blanked off above the platform. The circular ducts show delamination,

particularly at the joints, and have chunks of an unknown material resting on top of them. Photo

4-40 through Photo 4-51 show the condition of the ducts.

Photo 4-40. WW1 rectangular duct, lower

edge (minor delamination).

Photo 4-41. Interior view of WW1 rectangular

duct.

Photo 4-42. WW1 rectangular duct, coating

peeling off.

Photo 4-43. Delamination of coating at

ceiling flange on rectangular duct in WW2.

City of San Mateo



Photo 4-44. WW1 circular duct. Photo 4-45. WW1 circular duct with

delamination (typical).

Photo 4-46. WW1 circular duct closest to the

hatch, unknown material on top

Photo 4-47. WW1 circular duct.

City of San Mateo



Photo 4-48. WW1 circular duct. Photo 4-49. WW2 circular duct.

Photo 4-50. End of circular duct inside WW2. Photo 4-51. WW2 circular duct

Additionally, there were apparent air jumper connections (Photo 4-52 through Photo 4-54) from the

Control Structure on the west wall of both wet wells. There were apparent sulfur deposits and coating

failure on the wall immediately below the air jumper in WW2. At the time of the evaluation, the

hydrogen sulfide gas concentration just inside the pipe measured zero, but it appears that it may

convey foul air into the wet wells from the Control Structure.

There were two small pipes entering near the top of WW2 at the northeast corner (Photo 4-55). The

purpose of these pipes is unknown. The pipes appeared to be corroded where they enter the wet

well.

City of San Mateo



Photo 4-52. WW2 pipe with sulfur deposits. Photo 4-53. WW2 pipe with sulfur deposits.

Photo 4-54. Air jumper inside WW1. Photo 4-55. Miscellaneous pipes entering

WW2.

4.1.7 Platform Railings

The railings for the wet well platforms are made of fiber-reinforced plastic (FRP). Overall the railings

appear to be in fair condition. The WW1 railing is somewhat loose at the east end. The WW2 railing

has apparent impact damage below the entry hatch. Both railings extend from the west end of the

platform almost all the way to the east end, leaving a gap of approximately 2 feet from the east wall

of each wet well. There are no chains or other devices blocking off these openings. Photo 4-56

through Photo 4-59 show the railings in the wet wells.

City of San Mateo



Photo 4-56. WW1, railing at east end of

platform (typical).

Photo 4-57. WW1, railing ceiling connection

at east end of platform.

Photo 4-58. WW1, railing floor connection at

east end of platform.

Photo 4-59. Impact damage to WW2 railing

near entry hatch.

4.2 Control Structure

4.2.1 Concrete Surfaces

Inside the Control Structure, the coating at lower elevations has uniformly failed, with highly corroded

concrete resulting. Above the waterline, overall the coating is still intact and the lower layers may still

be adherent.

At the higher elevations, the concrete surfaces in the Control Structure are rated VANDA Level 2 with

medium-sized exposed aggregate. At lower elevations, below the grated walkways, the Control

Structure is rated VANDA Level 3 for concrete condition. These areas exhibit a significant loss of

concrete hardness, with apparent exposed reinforcing steel in a few locations. The concrete

degradation is probably due to hydrogen sulfide gas released by turbulence in the wastewater within

City of San Mateo



the structure. The concrete degradation may be compromising the integrity of the supports for the

grated walkways.

The Control Structure was not entered. A penetration measurement was done near one of the stop

log guides near the walkway with a scraper on a pole. The penetration depth was approximately 1 to

1 1/2 inches, as estimated visually from topside. With this depth of degradation, the reinforcing steel

can easily become exposed and subject to biogenic corrosion. Photo 4-60 through Photo 4-71 show

the concrete condition in the Control Structure.

Photo 4-60. Control Structure as viewed from

north hatch.

Photo 4-61. West wall of Control Structure.

Photo 4-62. Typical coating condition above

walkways in Control Structure.

Photo 4-63. Blister in coating near south

hatch to Control Structure.

City of San Mateo



Photo 4-64. Concrete degradation near south

stop log guides in Control Structure.

Photo 4-65. Southwest corner of smaller

chamber in Control Structure with

significant concrete deterioration below

walkways.

Photo 4-66. Control Structure, smaller

chamber, looking south.

Photo 4-67. Control Structure North Hatch,

concrete adjacent to opening next to Sluice

Gate No. 6.

City of San Mateo



Photo 4-68. Apparent crack in pedestal for

walkway and Sluice Gate 6 operator.

Photo 4-69. Possible exposed reinforcing

steel on pedestal for Sluice Gate 5 operator.

Photo 4-70. Pedestal for Sluice Gate 2

operator with exposed reinforcing steel.

Photo 4-71. Exposed reinforcing steel on

Sluice Gate 2 operator pedestal.

4.2.2 Sluice Gates and Stop Logs

None of the sluice gates inside the Control Structure were visible during the evaluation due to the

water level. Per City staff comments, none of the sluice gates in the Control Structure are functional,

with some of them removed and others plugged. Some of the gate stems appeared to have been cut.

The sluice gate operators all appear to be severely corroded. The stop log guides are surrounded by

corroded concrete but otherwise appear to be relatively intact. Photo 4-72 through Photo 4-76 show

the sluice gate and stop log components inside the Control Structure.

City of San Mateo



Photo 4-72. South set of stop log guides in

Control Structure.

Photo 4-73. North set of stop log guides in

Control Structure.

Photo 4-74. Corroded operator for Sluice Gate

5 (typical).

Photo 4-75. Typical stop log guides inside

Control Structure.

Photo 4-76. Truncated stem of Sluice Gate 4.

City of San Mateo



4.2.3 Conduits

The conduits and their supports inside the Control Structure appear to be in poor condition with

widespread corrosion damage. The tubing for the sluice gate operators appears to be in similar

condition. Photo 4-77 and Photo 4-78 show the Control Structure conduit conditions.

Photo 4-77. Typical conduits and tubing

inside Control Structure.

Photo 4-78. Typical conduit and supports

inside Control Structure.

V&A Project No. 14-0206 Conclusions 33

CONCLUSIONS 5.0

5.1 Wet Wells

Concrete surfaces: The concrete surfaces inside Wet Wells 1 and 2 are in VANDA Level 2

condition, indicating a moderate level of degradation. The coating on the wet well interiors

has failed, resulting in bare concrete with some exposed aggregate.

Inlet piping: A detailed evaluation was not possible due to access constraints and debris on

the piping. However, no significant issues were noted.

Sluice gate and stop logs: The operator for Sluice Gate 3 inside Wet Well 2 exhibits coating

failure and corrosion. It is not functional. Sluice Gate 3 was not visible due to the water level

in the wet wells, but the top of the frame was visible and did not appear to be significantly

corroded. The stop logs are in relatively good condition, though the seals in the guides are

coming loose.

Conduits: The conduits and their brackets show localized coating failure and corrosion. The

conduits are probably perforated at some of these locations. Some of the conduits collect

debris near the water line.

Ducting and miscellaneous pipes: The rectangular FRP duct in each wet well has experienced

minor degradation. The circular ducts are in fair condition with delaminations in many places.

There is an apparent air jumper into each wet well from the Control Structure; these appear

to convey foul air into the wet wells. Wet Well 2 has two small pipe connections near the

ceiling that appear to be corroded.

Railings: The platform railings in both wet wells are in fair condition with some looseness and

impact damage.

Access: Access to the wet wells is poor. There is no direct vertical access to the water space

from topside, making entries into the lower reaches of the wet wells convoluted. There is a

ceiling over the access hatches, limiting the height of equipment that can be inserted into

the wet wells.

City of San Mateo


V&A Project No. 14-0206 Conclusions 34

5.2 Control Structure

Concrete surfaces: Above the walkways in the Control Structure, the coating is intact in some

locations and the concrete is generally in VANDA Level 2 condition, indicating a moderate

level of degradation. Below the walkways, the coating has experienced wholesale failure and

the concrete surfaces are in VANDA Level 3 condition, indicating significant degradation. The

support for the walkway may be compromised. Reinforcing bars are exposed in a few

locations.

Sluice gate and stop logs: The sluice gate operators are severely corroded and none are

known to be working. The sluice gates have been removed or closed off. None of the

openings or blind flanges were visible due to the water level. The stop log guides are in

relatively good condition but are embedded in severely corroded concrete.

Conduits: The conduits and tubing in the Control Structure are in poor condition.

V&A Project No. 14-0206 Recommendations 35

RECOMMENDATIONS 6.0

6.1 Concrete Repair and Coatings Recommendations

Based on the condition assessment findings, V&A presents the City with two options (see discussion

below and Table 6-1) to repair the concrete surfaces and protect the structure from further corrosion

damage:

Surface Preparation – Prior to the application of either coating system option below, the

existing concrete should be prepared by high pressure water jetting at 20,000 psi and

abrasive blasting to remove deteriorated concrete and the existing coating. Any exposed,

corroded reinforcing steel should be evaluated by a structural engineer to determine if

repairs need to be made. The reinforcing steel should be treated with a corrosion inhibitor

such as Sika Armatec 110 EpoCem or approved equal. Then the concrete substrate should

be resurfaced up to the approximate original surface by spray-applying or hand-applying a

repair mortar such as Raven Lining Systems’ Raven 755, Tnemec Series 217 Mortarcrete or

approved equal. Note that if the repair mortar is spray-applied, the repair surface should be

hand-finished to a surface suitable for coating.

Option 1: Arrow-Lock PVC Lining System – Arrow-Lock PVC liners function the same way as

PVC T-Lock liners. However, Arrow-Lock is primarily used as a rehabilitation product and not

for new construction. Unlike T-Lock, Arrow-Lock can be applied on vertical or horizontal

concrete surfaces that have already been cured. The installation requires a four-step process

after the concrete has been cleaned, abraded and resurfaced:

○ Spray application of a waterborne epoxy primer.

○ Trowel application of an epoxy mastic.

○ Embedment of the Arrow-Lock sheet into the epoxy mastic before it is cured.

○ Welding of joint strips over seams.

Option 2: Epoxy Novolac Coating System – Epoxy novolac coatings such as Raven Lining

Systems’ Raven 405, Sauereisen Sewergard 210S, or an approved equal offer excellent

resistance to chemicals and sulfuric acid. The application requires a two-step process after

the concrete has been cleaned, abraded and resurfaced:

○ Spray application of an epoxy primer at 2 to 5 mils.

○ Spray application of the epoxy novolac coating at 125 mils.

City of San Mateo



Either of the two coating systems above will provide the concrete surfaces of the wet wells and

Control Structure with protection against biogenic corrosion. The Control Structure should be

rehabilitated within 3 years, and the wet wells should be rehabilitated within 5 years. Table 6-1

compares the coating system options for the wet wells and Control Structure.

Table 6-1. Comparison of Coating Rehabilitation Options

Factor Arrow-Lock Epoxy Novolac

Chemical and acid resistance Yes (best) Yes

Qualified applicators Limited More available

Estimate of probable construction cost per

square foot (product and labor only) $40 $30

Concrete resurfacing (assuming up to 1/2-inch

layer), per square foot $50 $50

Design life (years) 50 25

6.2 Metallic Appurtenances Rehabilitation Recommendations

Based on the condition assessment findings, V&A presents the City with the following

recommendations to rehabilitate metallic components within the wet wells and Control Structure:

Abrasive-blast existing metallic appurtenances to remain per SSPC SP 10 to create a surface

profile of 1.5 mils. Coat with a 100% solids epoxy or polyurethane coating system, such as

Carboline Reactamine 760, International Paint Polibrid 705, or Tnemec Series 436 at 40

mils dry film thickness DFT.

○ Except for the sluice gate rails and other small areas to be refurbished, use Carboline

Carboguard 890, PPG Amercoat Amerlock 400, or Tnemec Series N69 at 4 to 6 mils DFT

per coat instead.

Existing corroded metallic support bracketing, braces, couplings, clamps, and fastening

hardware should be replaced with 316 stainless steel components.

New metallic appurtenances such as piping, gates and gate hardware should be coated with

a 100% solids epoxy or a fusion bonded epoxy (FBE) coating.

6.3 Other Items

Sluice gate and stop logs: Consider replacing the sluice gates and operators in the Control

Structure. Monitor the stop logs and guides in the wet wells and Control Structure for further

degradation.

Conduits: Replace the conduits and hydraulic lines in the wet wells and Control Structure.

Remove those that are no longer necessary.

City of San Mateo



Ducting and miscellaneous pipes: Monitor the FRP ducts in the wet wells for further

degradation. Replace the corroded pipe penetrations inside Wet Well 2 or abandon them if

they are no longer used. Coat the inside of the air jumpers from the Control Structure along

with recoating the concrete walls.

Railings: Repair or replace the railings on the platforms in the wet wells to address the issues

noted earlier in this report. Consider adding chains or other devices to close off the opening

at the east end of each railing.

Access: Consider ways to improve access to the wet wells.

V&A Project No. 14-0206 Appendix A. Paint Sample Analytical Report 1

APPENDIX A. PAINT SAMPLE ANALYTICAL

REPORT

Analytical Report 495758for

V & A Consulting Engineers Inc.

Project Manager: Noy Phannavong

Dale Ave. PS Wet Well Evaluation

30-OCT-14

14-0206

4143 Greenbriar Dr., Stafford, TX 77477

Xenco-Houston (EPA Lab code: TX00122):Texas (T104704215-14-18), Arizona (AZ0765), Florida (E871002), Louisiana (03054)New Jersey (TX007), North Carolina(681), Oklahoma (9218), Pennsylvania (68-03610)

Xenco-Atlanta (EPA Lab Code: GA00046):Florida (E87429), North Carolina (483), South Carolina (98015), Kentucky (85), DoD ( L10-135)

Texas (T104704477), Louisiana (04176), USDA (P330-07-00105)

Xenco-Lakeland: Florida (E84098)Xenco-Odessa (EPA Lab code: TX00158): Texas (T104704400-TX)Xenco-Dallas (EPA Lab code: TX01468): Texas (T104704295-TX)

Xenco Phoenix (EPA Lab Code: AZ00901): Arizona(AZ0757)Xenco-Phoenix Mobile (EPA Lab code: AZ00901): Arizona (AZM757)

Xenco Tucson (EPA Lab code:AZ000989): Arizona (AZ0758)

Collected By: Client

Page 1 of 15 Final 1.000

Houston - Dallas - Odessa - San Antonio - Tampa - Lakeland - Atlanta - Phoenix - Oklahoma - Latin America

Recipient of the Prestigious Small Business Administration Award of Excellence in 1994.Certified and approved by numerous States and Agencies.

A Small Business and Minority Status Company that delivers SERVICE and QUALITY

Project Manager: Noy Phannavong V & A Consulting Engineers Inc.155 Grand Ave, Suite 700Oakland, CA 94612 Reference: XENCO Report No(s): 495758 Dale Ave. PS Wet Well Evaluation Project Address: San Mateo Dale Ave. PS

Noy Phannavong:

We are reporting to you the results of the analyses performed on the samples received under the project namereferenced above and identified with the XENCO Report Number(s) 495758. All results being reported underthis Report Number apply to the samples analyzed and properly identified with a Laboratory ID number.Subcontracted analyses are identified in this report with either the NELAC certification number of thesubcontract lab in the analyst ID field, or the complete subcontracted report attached to this report.

Unless otherwise noted in a Case Narrative, all data reported in this Analytical Report are in compliance withNELAC standards. The uncertainty of measurement associated with the results of analysis reported isavailable upon request. Should insufficient sample be provided to the laboratory to meet the method andNELAC Matrix Duplicate and Matrix Spike requirements, then the data will be analyzed, evaluated andreported using all other available quality control measures.

The validity and integrity of this report will remain intact as long as it is accompanied by this letter andreproduced in full, unless written approval is granted by XENCO Laboratories. This report will be filed for atleast 5 years in our archives after which time it will be destroyed without further notice, unless otherwisearranged with you. The samples received, and described as recorded in Report No. 495758 will be filed for60 days, and after that time they will be properly disposed without further notice, unless otherwise arrangedwith you. We reserve the right to return to you any unused samples, extracts or solutions related to them if weconsider so necessary (e.g., samples identified as hazardous waste, sample sizes exceeding analytical standardpractices, controlled substances under regulated protocols, etc).

We thank you for selecting XENCO Laboratories to serve your analytical needs. If you have any questionsconcerning this report, please feel free to contact us at any time.

Respectfully,

30-OCT-14

Project ManagerDebbie Simmons


Sample Cross Reference 495758

V & A Consulting Engineers Inc., Oakland, CADale Ave. PS Wet Well Evaluation

Sample Id

DAPS Wet Well 1DAPS Wet Well 2

10-20-14 00:0009-30-14 00:00

Date Collected Lab Sample Id

495758-001495758-002

Sample DepthMatrix

SS


CASE NARRATIVE

495758Work Order Number(s):30-OCT-14Report Date: 14-0206Project ID:

Project Name: Dale Ave. PS Wet Well Evaluation

Date Received:

Client Name: V & A Consulting Engineers Inc.

10/23/2014

None

LBA-953853Batch: MS and MSD recovered below the QC limits. Matrix Interference is suspected.

Total Metals by EPA 6010B

Sample receipt non conformances and comments:

Sample receipt non conformances and comments per sample:

Analytical non conformances and comments:


14-0206Project Id:

V & A Consulting Engineers Inc., Oakland, CA

Noy PhannavongContact:San Mateo Dale Ave. PSProject Location:

Thu Oct-23-14 09:30 am 30-OCT-14Debbie Simmons

Date Received in Lab:Report Date:

Project Manager:

Project Name: Dale Ave. PS Wet Well Evaluation

This analytical report, and the entire data package it represents, has been made for your exclusive and confidential use.The interpretations and results expressed throughout this analytical report represent the best judgment of XENCO Laboratories.XENCO Laboratories assumes no responsibility and makes no warranty to the end use of the data hereby presented.Our liability is limited to the amount invoiced for this work order unless otherwise agreed to in writing.

Houston - Dallas - San Antonio - Atlanta - Tampa - Boca Raton - Latin America - Odessa - Corpus Christi________________________________

Project ManagerDebbie Simmons

Certificate of Analysis Summary 495758

Mercury by SW-846 7471A


Oct-29-14 12:47

Oct-25-14 06:57

Oct-29-14 12:49

Oct-25-14 04:20

mg/kg

mg/kg

Units/RL:

Units/RL:

mg/kg

mg/kg

Oct-29-14 10:30

Oct-24-14 10:00

Extracted:

Extracted:

Oct-29-14 10:30

Oct-24-14 10:00

Analysis Requested

495758-001Lab Id:

Field Id: DAPS Wet Well 1

SCRAPINGS

Oct-20-14 00:00

Depth:

Matrix:

Sampled:

0.0697

BRLBRL169 BRLBRL3.34 BRL2.52 1.95 1.97 28.4 BRLBRLBRL2.52 4.93

0.0182

1.92 1.92 0.962

0.385

0.962

0.962

0.962

1.92 1.92 0.962

0.962

2.88 1.92 1.92 1.92 2.88

Mercury

Antimony Arsenic Barium Beryllium Cadmium Chromium Cobalt Copper Lead Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc

0.171 K

BRLBRL195

0.451

BRLBRLBRL2.81 3.05 BRLBRLBRLBRLBRL3.69 3.18

0.0185

1.96 1.96 0.980

0.392

0.980

0.980

0.980

1.96 1.96 0.980

0.980

2.94 1.96 1.96 1.96 2.94

495758-002

DAPS Wet Well 2

SCRAPINGS

Sep-30-14 00:00

RL

RL

RL

RL

Analyzed:

Analyzed:


XENCO LaboratoriesCHRONOLOGY OF HOLDING TIMES

DAPS Wet Well 1

DAPS Wet Well 2

Field Sample ID

Oct. 20, 2014Sep. 30, 2014

Date Collected

180180

MaxHolding Time

Extracted(Days)

Oct.25, 2014Oct.25, 2014

Date Analyzed

14-0206Project ID:

Oct. 23, 2014Oct. 23, 2014

Date Received

424

TimeHeld

Extracted

(Days

180180

MaxHolding

TimeAnalyzed

(Days)

11

TimeHeld

Analyzed(Days)

PP

Q

Oct. 24, 2014Oct. 24, 2014

Date Extracted

Client :Analytical Method : Total Metals by EPA 6010B

Work Order #: 495758V & A Consulting Engineers Inc.


XENCO LaboratoriesCHRONOLOGY OF HOLDING TIMES

DAPS Wet Well 2

DAPS Wet Well 1

Field Sample ID

Sep. 30, 2014Oct. 20, 2014

Date Collected

2828

MaxHolding Time

Extracted(Days)

Oct.29, 2014Oct.29, 2014

Date Analyzed

14-0206Project ID:

Oct. 23, 2014Oct. 23, 2014

Date Received

299

TimeHeld

Extracted

(Days

2828

MaxHolding

TimeAnalyzed

(Days)

00

TimeHeld

Analyzed(Days)

FP

Q

Oct. 29, 2014Oct. 29, 2014

Date Extracted

Client :Analytical Method : Mercury by SW-846 7471A

Work Order #: 495758V & A Consulting Engineers Inc.

F = These samples were analyzed outside the recommended holding time.P = Samples analyzed within the recommended holding time.


Houston - Dallas - San Antonio - Atlanta - Midland/Odessa - Tampa/Lakeland - Phoenix - Latin America

4143 Greenbriar Dr, Stafford, TX 774779701 Harry Hines Blvd , Dallas, TX 75220 5332 Blackberry Drive, San Antonio TX 78238 2505 North Falkenburg Rd, Tampa, FL 3361912600 West I-20 East, Odessa, TX 797656017 Financial Drive, Norcross, GA 300713725 E. Atlanta Ave, Phoenix, AZ 85040

Phone Fax(281) 240-4200 (281) 240-4280(214) 902 0300 (214) 351-9139(210) 509-3334 (210) 509-3335(813) 620-2000 (813) 620-2033(432) 563-1800 (432) 563-1713(770) 449-8800 (770) 449-5477(602) 437-0330

Recipient of the Prestigious Small Business Administration Award of Excellence in 1994.Certified and approved by numerous States and Agencies.

A Small Business and Minority Status Company that delivers SERVICE and QUALITY

Flagging Criteria

X In our quality control review of the data a QC deficiency was observed and flagged as noted. MS/MSD recoveries were found to be outside of the laboratory control limits due to possible matrix /chemical interference, or a concentration of target analyte high enough to affect the recovery of the spike concentration. This condition could also affect the relative percent difference in the MS/MSD.

B A target analyte or common laboratory contaminant was identified in the method blank. Its presence indicates possible field or laboratory contamination.

D The sample(s) were diluted due to targets detected over the highest point of the calibration curve, or due to matrix interference. Dilution factors are included in the final results. The result is from a diluted sample.

E The data exceeds the upper calibration limit; therefore, the concentration is reported as estimated.

F RPD exceeded lab control limits.

J The target analyte was positively identified below the quantitation limit and above the detection limit.

U Analyte was not detected.

L The LCS data for this analytical batch was reported below the laboratory control limits for this analyte. The department supervisor and QA Director reviewed data. The samples were either reanalyzed or flagged as estimated concentrations.

H The LCS data for this analytical batch was reported above the laboratory control limits. Supporting QC Data were reviewed by the Department Supervisor and QA Director. Data were determined to be valid for reporting.

K Sample analyzed outside of recommended hold time.

JN A combination of the "N" and the "J" qualifier. The analysis indicates that the analyte is "tentatively identified" and the associated numerical value may not be consistent with the amount actually present in the environmental sample.

** Surrogate recovered outside laboratory control limit.

BRL Below Reporting Limit.

RL Reporting Limit

MDL Method Detection Limit SDL Sample Detection Limit LOD Limit of Detection

PQL Practical Quantitation Limit MQL Method Quantitation Limit LOQ Limit of Quantitation

DL Method Detection Limit

NC Non-Calculable

+ NELAC certification not offered for this compound. * (Next to analyte name or method description) = Outside XENCO's scope of NELAC accreditation


BS / BSD Recoveries

495758 14-0206

Dale Ave. PS Wet Well EvaluationProject Name:

Project ID:

Relative Percent Difference RPD = 200*|(C-F)/(C+F)|Blank Spike Recovery [D] = 100*(C)/[B]Blank Spike Duplicate Recovery [G] = 100*(F)/[E]All results are based on MDL and Validated for QC Purposes

Work Order #:


Mercury <0.0200 0.200 98 2 2080-120

SpikeAdded

[B]

96

BlankSpike%R[D]

RPD%

ControlLimits%RPD

FlagControlLimits %R

BlankSpike

Result[C]

Blk. Spk Dup.%R[G]

BlankSpike

DuplicateResult [F]

0.192 0.195

954156Lab Batch ID: Matrix: Solid

BLANK /BLANK SPIKE / BLANK SPIKE DUPLICATE RECOVERY STUDYmg/kgUnits:

663677-1-BKSSample: 1Batch #:

0.200

SpikeAdded

[E]

Blank Sample Result

[A]

Analytes

ANSAnalyst: Date Analyzed: 10/29/201410/29/2014Date Prepared:


BS / BSD Recoveries

495758 14-0206


Project ID:

Relative Percent Difference RPD = 200*|(C-F)/(C+F)|Blank Spike Recovery [D] = 100*(C)/[B]Blank Spike Duplicate Recovery [G] = 100*(F)/[E]All results are based on MDL and Validated for QC Purposes

Work Order #:


Antimony

Arsenic

Barium

Beryllium

Cadmium

Chromium

Cobalt

Copper

Lead

Molybdenum

Nickel

Selenium

Silver

Thallium

Vanadium

Zinc

<2.00

<2.00

<1.00

<0.400

<1.00

<1.00

<1.00

<2.00

<2.00

<1.00

<1.00

<3.00

<2.00

<2.00

<2.00

<3.00

100

100

100

100

100

100

100

100

100

100

100

100

50.0

100

100

100

103

103

102

103

101

107

103

103

105

102

103

106

96

107

100

102

1

1

1

1

2

1

2

1

2

2

2

2

3

2

1

2

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

SpikeAdded

[B]

104

104

103

104

103

108

105

104

107

104

105

108

93

109

99

104

BlankSpike%R[D]

RPD%

ControlLimits%RPD

FlagControlLimits %R

BlankSpike

Result[C]

Blk. Spk Dup.%R[G]

BlankSpike

DuplicateResult [F]

104

104

103

104

103

108

105

104

107

104

105

108

46.3

109

99.4

104

103

103

102

103

101

107

103

103

105

102

103

106

47.8

107

100

102

953853Lab Batch ID: Matrix: Solid

BLANK /BLANK SPIKE / BLANK SPIKE DUPLICATE RECOVERY STUDYmg/kgUnits:

663433-1-BKSSample: 1Batch #:

100

100

100

100

100

100

100

100

100

100

100

100

50.0

100

100

100

SpikeAdded

[E]

Blank Sample Result

[A]

Analytes

DABAnalyst: Date Analyzed: 10/25/201410/24/2014Date Prepared:


Form 3 - MS / MSD Recoveries

Matrix Spike Percent Recovery [D] = 100*(C-A)/B Matrix Spike Duplicate Percent Recovery [G] = 100*(F-A)/ERelative Percent Difference RPD = 200*|(C-F)/(C+F)|

ND = Not Detected, J = Present Below Reporting Limit, B = Present in Blank, NR = Not Requested, I = Interference, NA = Not ApplicableN = See Narrative, EQL = Estimated Quantitation Limit, NC = Non Calculable - Sample amount is > 4 times the amount spiked.

495758 14-0206


Project ID:Work Order # :

Mercury <0.0224 0.224 93 0 2075-125

SpikeAdded

[B]

SpikedSample

%R[D]

RPD%

ControlLimits%RPD

ControlLimits %R

Spiked SampleResult

[C]

SpikedDup.%R[G]

DuplicateSpiked Sample

Result [F]

920.207 0.208


495627-001 SQC- Sample ID:Lab Batch ID: 954156 Matrix: Soil

MATRIX SPIKE / MATRIX SPIKE DUPLICATE RECOVERY STUDYmg/kgReporting Units:

0.224

SpikeAdded

[E]

ParentSampleResult

[A]

Flag

Analytes

1Batch #:ANSAnalyst:Date Analyzed: 10/29/2014 10/29/2014Date Prepared:


Form 3 - MS / MSD Recoveries

Matrix Spike Percent Recovery [D] = 100*(C-A)/B Matrix Spike Duplicate Percent Recovery [G] = 100*(F-A)/ERelative Percent Difference RPD = 200*|(C-F)/(C+F)|

ND = Not Detected, J = Present Below Reporting Limit, B = Present in Blank, NR = Not Requested, I = Interference, NA = Not ApplicableN = See Narrative, EQL = Estimated Quantitation Limit, NC = Non Calculable - Sample amount is > 4 times the amount spiked.

495758 14-0206


Project ID:Work Order # :

Antimony

Arsenic

Barium

Beryllium

Cadmium

Chromium

Cobalt

Copper

Lead

Molybdenum

Nickel

Selenium

Silver

Thallium

Vanadium

Zinc

55.1

7230

143

0.452

125

<1.00

4.15

574

20700

10.4

<1.00

86.6

79.7

<2.00

10.6

4520

100

100

100

100

100

100

100

100

100

100

100

100

50.0

100

100

100

63

0

63

68

69

44

69

84

0

65

67

68

61

67

65

0

17

14

13

15

14

13

15

15

14

15

14

14

16

14

15

6

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

75-125

SpikeAdded

[B]

SpikedSample

%R[D]

RPD%

ControlLimits%RPD

ControlLimits %R

Spiked SampleResult

[C]

SpikedDup.%R[G]

DuplicateSpiked Sample

Result [F]

45

0

37

58

43

38

59

0

0

55

58

48

28

58

54

0

99.7

6230

180

58.8

168

38.2

62.7

568

17900

65.3

57.7

135

93.6

58.1

65.0

4230

118

7160

206

68.3

194

43.6

72.8

658

20500

75.6

66.5

155

110

67.1

75.8

4480


495770-001 SQC- Sample ID:Lab Batch ID: 953853 Matrix: Soil

MATRIX SPIKE / MATRIX SPIKE DUPLICATE RECOVERY STUDYmg/kgReporting Units:

100

100

100

100

100

100

100

100

100

100

100

100

50.0

100

100

100

SpikeAdded

[E]

ParentSampleResult

[A]

Flag

Analytes

1Batch #:DABAnalyst:Date Analyzed: 10/25/2014 10/24/2014Date Prepared:


of 15 Final 1.000

Prelogin/Nonconformance Report- Sample Log-InXENCO Laboratories

495758Work Order #:

10/23/2014 09:30:00 AMDate/ Time Received:

V & A Consulting Engineers Inc. Client:

Sample Receipt Checklist

Checklist completed by: Date:

Checklist reviewed by:Date:

Debbie Simmons

10/23/2014

10/23/2014

#2 *Shipping container in good condition? #3 *Samples received on ice? #4 *Custody Seals intact on shipping container/ cooler? #5 Custody Seals intact on sample bottles? #6 *Custody Seals Signed and dated? #7 *Chain of Custody present? #8 Sample instructions complete on Chain of Custody? #9 Any missing/extra samples? #10 Chain of Custody signed when relinquished/ received? #11 Chain of Custody agrees with sample label(s)? #12 Container label(s) legible and intact? #13 Sample matrix/ properties agree with Chain of Custody? #14 Samples in proper container/ bottle? #15 Samples properly preserved? #16 Sample container(s) intact? #17 Sufficient sample amount for indicated test(s)? #18 All samples received within hold time? #19 Subcontract of sample(s)? #20 VOC samples have zero headspace (less than 1/4 inch bubble)? #21 <2 for all samples preserved with HNO3,HCL, H2SO4? Except forsamples for the analysis of HEM or HEM-SGT which are verified by theanalysts. #22 >10 for all samples preserved with NaAsO2+NaOH, ZnAc+NaOH?

YesNoNoNoNoYesYesNoYesYesYesYesYesYesYesYesYesN/AN/AN/A

N/A

#1 *Temperature of cooler(s)? 20

Acceptable Temperature Range: 0 - 6 degCAir and Metal samples Acceptable Range: Ambient

* Must be completed for after-hours delivery of samples prior to placing in the refrigerator

Analyst: PH Device/Lot#:th

Comments

Tanya Torres

Temperature Measuring device used :


Dale Avenue Pump Station Wet Well Rehabilitation Project ...

Documents

Transcript of Dale Avenue Pump Station Wet Well Rehabilitation Project ...