Attachment 2 - 100% Final Trip Report & Schematic Design Preferred Alternative - Hurricane Ridge Utilities.pdf

MEETING REPORT

Meeting Date: May 29, 2019

Meeting Location: Olympic National Park, Hurricane Ridge, WA

Project: Rehabilitate Hurricane Ridge Utilities

Contract No.: 140P8519D0002

Task Order No.: 140P8519F0057

Prepared By: Jeff Tasoff, PE, Quin Clements, PE & Kris Keenan, EIT – Davido Consulting Group, Inc.

Attendees:

National Park Service Davido Consulting Group, Inc.

Kerri Cook, PE – Engineer Quin Clements, PE Carl Strunk – General Maintenance Jeff Tasoff, PE Jason Edwards – Plumber Kris Keenan, EIT

PROJECT NEED

The purpose of this project is to evaluate the condition of the water system, sewage system, and Visitor Center kitchen grease interception at Hurricane Ridge in Olympic National Park and compare viable solutions to identified deficiencies.

Evaluation of the water system includes the condition and functionality of the water treatment, system monitoring, storage, and distribution infrastructure. This includes investigating the adequacy of a unidirectional flushing program for iron sedimentation, the need for and best method to replace the original water distribution pipe and storage reservoir, and the feasibility of telemetry alternatives for remote monitoring of treatment data from the Visitor Center (i.e. total and instantaneous flow, chlorine solution level, and chlorine residual levels in the distribution system).

Additionally, the project will evaluate the condition and functionality of the Visitor Center sewage collection and treatment system. This includes investigating additional sewage treatment alternatives to extend the life of the Visitor Center drainfield with minimal environmental impact and the need for rehabilitation of the Visitor Center sewage line and manholes.

Finally, the project will evaluate the need for a Visitor Center commercial kitchen grease interceptor that is accessible for commercial pumping services in order to prolong the life the septic system.

EXISTING SEWAGE SYSTEM

The Visitor Center and two comfort stations each have their own stand-alone wastewater collection and septic system. The Visitor Center system was constructed in 1951 and consists of approximately 1,300 feet of sewer main originally composed of 6” reinforced concrete pipe. This sewer main connects to the Visitor Center at two points and passes through eight manholes on its way to a 24,000-gallon dual chamber concrete septic tank which is shown in Photo 1 in the Site Photographs section of this report.

The sewer main between the two manholes adjacent the Visitor Center were replaced in 1999 with 6” PVC pipe. Effluent gravity flows from the septic tank to a 12’ x 133’ filter bed consisting of 3 rows of 36” half round corrugated metal pipe, each of which contains a perforated 6” hanging pipe to distribute effluent. The septic tank was designed with a sloped bed to allow sludge to drain out and through approximately 400 feet of concrete pipe to a sludge bed. The sludge bed is no longer used, instead the septic tank is pumped annually to prevent overloading of the filter bed.

Average daily flow to the Visitor Center septic system is estimated from water meter data for the Visitor Center from 2014 - 2018. During the peak season (typically July), daily flows average approximately 9,000 gpd with a maximum of 11,400 gpd which occurred in July of 2016. See Appendix C for this data.

Both comfort stations were constructed in 1961 with 1,500-gallon dual chamber septic tanks and drainfields. Comfort Station #1’s drainfield consists of four 80-foot-long 4” vitrified clay open joint soil pipes spaced 7 feet on center. Comfort Station #2’s drainfield consists of four sequential runs of 4” vitrified clay open joint soil pipe totaling approximately 300 feet. See Appendix H for existing sewer system plans.

PROJECT TRIP SUMMARY

A scoping trip was conducted on Wednesday May 29, 2019. The attendees listed above met at the Hurricane Ridge Visitor Center at 10:00 AM and then proceeded with a discussion of the general layout of the water and wastewater systems and an overview of the needs of this project. A tour was then conducted in order to better understand the existing conditions at the site.

The tour began with opening and inspecting all eight manholes on the Visitor Center sewage line to the septic tank. The group identified settling in the ground above the sewage line between manholes 3 and 4 (as defined in the 2015 sanitary sewer survey shown in Appendix I). This settling is shown in Photo 3.

The group also observed greener grass along the route of the sewer line than the surrounding areas.

These two observations raise the concern that soil around the sewer line has settled, potentially damaging the pipe and causing leaks. A video survey of this sewer line conducted May 28, 2014 identified pipe fracturing and sag near this area; suggesting that the pipe may be nearing the end of its life span. See sanitary sewer survey results in Appendix I.

The group then viewed the Visitor Center septic tank site. The septic tank is below ground and was not opened, thus only an above ground inspection of the area was performed. The tank is pumped annually from a nearby gravel access road that was built for this purpose. There is concern that this road appears to be above the filter bed (see Photo 2), which may result in damage to the pipes from the ground pressure of a septic pumping truck.

During the septic system tour, the group also viewed the Visitor Center concessionaire kitchen. The kitchen is equipped with a deep fryer which produces large volumes of grease. Grease build up has been observed in the sewer line and there is concern this may be adversely affecting the septic system.

Discussions were held about installing a large-scale grease trap on the outside of the building to intercept this grease prior to entering the primary wastewater collection system.

Following the sewer and septic system, the group shifted focus to the water system. This began with a short up-hill hike from the Visitor Center to the 100,000-gallon underground concrete reservoir. The dual chamber reservoir is served by a dedicated 3” GS fill line which tees in a valve box to separate inlets connecting to each chamber. Reservoir levels are monitored by tank floats which are connected to the well pump via 1¼” electrical conduit following the route of the fill line (see Photo 5). Each chamber is fitted with a 4” cast iron (CI) overflow and 6” CI drain line. The overflow and drain lines both connect to a combined 6” CI outlet. A separate 6” CI distribution outlet from each chamber connects to the 6” asbestos cement (AC) distribution line. The reservoir was constructed in 1951 and may be nearing the end of its useful lifespan. See Appendix B for Park provided schematics of the reservoir piping.

The group then walked the route of the 6” AC distribution pipe which serves the Visitor Center from the reservoir. The 3” reservoir fill line and the 6” distribution line are installed adjacent to each other. The 6” AC and 3” GS pipes were both installed in the early 1950’s and may be nearing the end of their useful lifespans. According to park provided plans, a drain valve exists on each of these lines just north of the Visitor Center parking lot. The group attempted to locate both but was only able to find one. These valves should be utilized for line flushing.

The group then took a break for lunch at the Visitor Center.

After lunch, the group toured the location of valve box #2 at the west end of the Visitor Center parking lot. Only the electrical handhold vault was located and opened. This vault contained the conduit and control wires for the signal cable between the reservoir float and submersible well pump controls. Park staff believe a second vault is buried nearby containing the reservoir fill and distribution lines, however this vault was not found.

Next the group drove to the well site. First the group inspected the area indicated as valve box #1 at the intersection of the treatment building access road and Hurricane Ridge Road. This site consists of an air release valve on the original 2½” distribution line to the picnic area comfort stations and a 2” gate valve on the new 2” distribution line from the Visitor Center which connects to the old line at this location.

Photo 7 shows two valves at this location. The provided water system plans do not reflect the “as-built” condition and indicate only a single gate valve (see Appendix B). The second valve may be used to isolate the air relief valve for servicing. Updated as-builts are needed for this area.

The group then walked the access road to view the pumphouse/treatment building and well site. The well was installed in 2007 and in 2014 the well and the treatment building came online as the site’s water source. The well head is located outside and adjacent to the treatment building (see Photo 8). A 3-phase, 10 hp submersible motor pumps well water at an estimated rate of 25 gpm through the treatment building. Water is metered in the treatment building (see Photo 9) and disinfected with a sodium hypochlorite solution (see Photo 10). Treated water leaves the building through a new 2” HDPE line, installed in 2014, following the access road to valve box #1 and then following Hurricane Ridge Rd.

to valve box #2 where it connects to the original 3” sch. 80 GS fill line to the reservoir. A valve and drain line are present on the 2” HPDE line. This valve is used to flush the reservoir fill line and to help winterize the water system.

After leaving the treatment building the group drove to comfort station #1. The group viewed the facilities and opened the valve box at the front of the comfort station. This vault does not appear to drain properly as it was submerged in water (see Photo 11). The road to comfort station #2 was closed and the group was not able to view it.

The group then returned to the Visitor Center and viewed two gate valves at the front of the building.

One valve is on the 2” HDPE distribution line to the picnic area and is used to shut off service to the picnic area comfort stations during the winter when they are not in use. The other is on a line that ends shortly after leaving the Visitor Center to serve as a point of possible future connections. This line is not included on the plans provided by The Park. There are two fire hydrants at the Visitor Center, which are connected to the distribution line by 6” PVC C-900 pipe.

This concluded the scoping trip.

SEWAGE SYSTEM DEFICIENCY IMPROVEMENT ALTERNATIVES

In October of 2019, NPS conducted inspections of the existing sewage system and determined that the existing drainfield is flooding and on the verge of failing. NPS jetted the drainfield distribution lines but did not see flooding subside. A third-party septic service provider later inspected the system and determined they were unable to correct the failing drainfield.

Because of the potential near term failure of the sewage system, NPS has determined that full replacement is the best alternative for insuring long-term performance in compliance with DOH standards.

Visitor Center meter readings for January 2012 – February 2019 provide total water usage and presumed wastewater production at the Visitor Center. This data is included in Appendix C and indicates a maximum monthly average gallons per day wastewater production of approximately 10,000 gallons. This is well above the 3,500 gpd point at which DOH Large On-site Sewage Systems (LOSS) permitting is required. At the time of the site visit the system was not regulated under LOSS standards, however NPS has since submitted an application and supporting documentation to DOH in order to transfer the existing system into the LOSS program while a replacement system is designed and constructed.

DOH staff met with Park staff onsite to determine the soil characteristics of the proposed site for the replacement septic system in the field south and south west of the Visitor Center. Five test pits were dug, two in the field west of the Visitor Center and three on the slope directly south of the Visitor Center. The results of those test pits are summarized in Table 3 below and their locations are shown in Appendix J along with DOH correspondence summarizing their findings.

Table 3: Site Soil Classification

Soil Type HRVC #1 (SW of VC)

HRVC #2

(SW of VC)

HRVC #3

(South of VC)

HRVC #4

(South of VC)

HRVC #5

(South of VC)

Sandy Loam (Type 4 Soil)

0” – 22” 0” – 30” 0” – 26” 0” – 29” 0” – 22”

Restrictive Layer (Type 7 Soil)

22” – 60” 30” – 62” 26” – 44” 29” – 52” 22” – 62”

Gravelly Sand (Type 1 Soil)

60” – 72” 62” – 78” 44” – 49” 52” – 57” 62” – 72”

*Weathered Bedrock underlies Type 1 soil throughout the site.

Sand Lined Bed

DOH has agreed in concept to a sand lined bed disposal system and the site south of the Visitor Center was identified by NPS as the preferred location for the new system.

Per WAC 246-272B-06100, a minimum of 3 feet of vertical separation is required between a drainfield’s infiltrative surface and an identified restrictive layer. Given that a restrictive layer was located at a depth approximately two feet below ground level at the Visitor Center, this prescribed level of vertical separation is not feasible. Therefore, it is proposed that the new drainfield system penetrate this restrictive layer with sand lined beds to take advantage of the underlying Type 1 soil. This will provide the vertical separation required.

Treatment level B is required for LOSS systems discharging septic effluent into Type 1 soil as established in WAC 246-272B-06250. Treatment level B can be obtained with sand lined beds or trenches with a depth of 24” of filter media followed by an additional 12” of vertical separation from any restrictive layer or groundwater. In this scenario the bottom of the 24” of filter material must penetrate through the restrictive layer and into the Type 1 soil below, allowing for the additional 12” of usable soil below the filter material. No groundwater indicators or restrictive layers were identified by DOH below the Type 1 soil.

DCG recommends sand lined beds to provide the necessary vertical separation.

Effluent Disposal

There are three alternatives to consider for effluent disposal to a sand lined bed:

1. Pre-treatment and subsurface drip distribution to a 10,000-sf sand lined bed.

2. Pre-treatment and gravelless chamber distribution to a 10,000-sf sand lined bed.

3. No pre-treatment and gravelless chamber distribution to a 15,000-sf sand lined bed.

A design flow based on Visitor Center water usage data of 10,000 gpd, with a maximum hydraulic loading rate for sand lined beds in Type 1 soil of 1.0 gpd/sf, yields a minimum required drainfield area of

10,000 sf. WAC 246-272B-06350 requires that 150% of the required drainfield capacity be constructed and sufficient area be held in reserve to construct another 50% for all LOSS systems. However, an exception is made when pre-treatment is provided. Therefore, the pre-treatment provided in alternatives 1 and 2 reduces the required constructed drainfield area to 100% of the calculated drainfield capacity, or 10,000 sf. Alternative 3 however still requires 150% of the required drainfield capacity to be constructed, or 15,000 sf, because no pretreatment is proposed.

Sand lined beds have a maximum allowable width of 10 feet. For a subsurface drip design the bed can be divided into five separate 2,000 sf zones with dimensions of 200 feet by 10 feet to achieve the required 10,000 sf total area. In this scenario, driplines would be placed on one-foot centers within these zones to ensure full area utilization.

For a gravelless chamber design, it is best practice to keep chamber section lengths to a maximum of 100 feet. Thus, dividing the bed into 10 separate 1,000 sf zones with dimensions of 100 feet by 10 feet is appropriate where 10,000 sf of drainfield is required. 15 such zones are appropriate for the alternative that requires 15,000 sf of drainfield area. Typical gravelless chambers are approximately 3 feet wide, thus three laterals would run the length of each of these zones.

The proposed drainfield site is sloping. Each zone, and therefore lateral, will be constructed along the contours of this slope. The resulting elevation difference between each zone creates a head difference across the drainfield, with the lower zones having higher head. The head can be measured by observing the squirt height at the end of each lateral run. Pressure distribution systems require a squirt height variance of no more than 32% across the entire system. This can be accomplished by installing a ball valve at the start of each lateral. Partially closing the ball valve on the lower elevation laterals will constrict flow and therefore reduce pressure in that lateral. The drainfield will be designed to provide the required 5 feet of squirt height at the highest elevation lateral and ball valves will be used to throttle the flow to each lower elevation lateral in order to meet drainfield squirt height variance requirements.

Each ball valve position will be fine-tuned during construction.

A comparison of subsurface drip and gravelless distribution is provided in Table 4.

Table 4: Gravelless Chamber & Subsurface Drip Comparison

Gravelless Chambers Subsurface Drip Simplicity Simpler system requiring dosing pumps and flow diversion manifolds only.

More complex system requires additional components including air relief valves.

Maintenance Less maintenance requirements. More likely to clog due to small diameter of orifices. Greater maintenance requirements.

Cost Lower up-front cost if a larger drainfield is utilized in lieu of pre-treatment.

Higher up-front cost than gravelless chambers without pre-treatment and larger drainfield.

Regardless of which effluent disposal alternative is selected, the underlying sand bed must penetrate through the Type 7 soil restrictive layer and into the Type 1 soil below. The depth to Type 1 soil varies throughout the three soil test pit sites south of the Visitor Center ranging from 44” to 62” below grade.

ASTM C-33 filter material should penetrate 6” into the Type 1 soil, placing its bottom at a depth of at least 50”. Additional excavation and filter material will be added as necessary to reach Type 1 soil at deeper depths throughout the site. For cost estimating purposes, an ASTM C-33 depth of 68” was assumed, minus the void space created by the chambers. This provides a conservative estimate for the volume of material needed to penetrate 6” into the deepest measured depth of Type 1 soil below the restrictive layer at 62” below grade.

Table 5 outlines preliminary profiles for a sand lined bed with gravelless chambers and with subsurface drip.

Table 5: Sand Lined Bed Profile Materials

Depth Below Grade

Gravelless Chambers Design Profile

Depth Below Grade

Subsurface Drip Design Profile

0” – 14” Select Fill Material 0” – 20” Select Fill Material 14” – 26” (12”)

Gravelless Chambers (ASTM C- 33 Cover to Top of Chambers)

20” – 26” (6”)

Dripline with 6” of ASTM C-33 Cover

26” – 50” (24”)

ASTM C-33 Filter Material 26” – 50” (24”)

ASTM C-33 Filter Material

50” – X” Additional ASTM C-33 to penetrate 6” into Type 1 soil as necessary

50” – X” Additional ASTM C-33 to penetrate 6” into Type 1 soil as necessary

> X” Undisturbed Native Type 1 soil > X” Undisturbed Native Type 1 soil

In addition to hydraulic loading rates, wastewater strength should be considered when designing on-site septic disposal. Higher strength wastewater contains higher levels of organic material as measured by biochemical oxygen demand (BOD) and carbonaceous biochemical oxygen demand (CBOD). High loading rates of such organic material can cause soil clogging at the infiltrative surface and lead to saturated conditions. Sand based treatment systems with a BOD mass loading rate of approximately 5.0x10-4 lbs./ft2/day operate with minimal clogging problems. The EPA recommends a maximum BOD mass loading rate of 1.0x10-3 lbs./ft2/day.

The CBOD measured in the septic effluent at Hurricane Ridge is 113 mg/L. Its mass loading rate, assuming a minimum drainfield size of 10,000 sf, can be calculated as follows:

𝑚𝑔

𝐿

3.78 𝐿

1 𝑔𝑎𝑙

1 𝑔

1,000 𝑚𝑔

1 𝑙𝑏

454 𝑔

10,000 𝑔𝑝𝑑

10,000 𝑠𝑓 = 9.4 × 10 𝑙𝑏𝑠/𝑓𝑡 /𝑑𝑎𝑦

Water quality testing results for post septic tank effluent at Hurricane Ridge are summarized in Table 6 and are provided in full in Appendix K. As shown, after adjusting CBOD values to BOD, the BOD mass loading rate exceeds the maximum suggested value when no pre-treatment is applied prior to disposal to a 10,000 sf drainfield. This indicates that either pre-treatment should be applied to reduce BOD or a larger drainfield should be employed to reduce the mass loading rate.

Table 6: Post Septic Tank Effluent Water Quality

Water Quality Parameter

VC Septic Effluent (mg/L)

Mass Loading Rate - 10,000 sf drainfield (lbs./ft2/day)

Mass Loading Rate - 15,000 sf drainfield (lbs./ft2/day)

Max. Suggested Value (lbs./ft2/day)

CBOD 113 9.4x10^-4 6.3x10^-4 1.0x10^-3*

CBOD

adjusted to

BOD**

162 1.3x10^-3 9.0x10^-4 1.0x10^-3*

TSS 34.0 2.8x10^-4 1.9x10^-4 8.0x10^-4 Grease & Oil 7.9 6.6x10^-5 4.4x10^-5 2.5x10^-4 *Value for BOD.

**Adjusted for low bias in water quality testing as indicated in Appendix K, pg.1 (~19% increase).

Additional adjustment for conversion of CBOD to BOD (~20% increase).

Pre-treatment can be provided in the form of an aeration unit equipped septic tank or a stand-alone packaged treatment unit located downstream of the septic tank. Both technologies are listed as approved on-site treatment products by DOH. WAC 246-272B-07200 requires that operators of a LOSS using a proprietary treatment product be qualified to monitor and maintain that product. Therefore, it is recommended that, if pre-treatment is selected, an aeration system similar to that installed at the Hoh Rainforest be selected for Hurricane Ridge. This will eliminate the need for additional NPS staff training to operate the system and simplify operation and maintenance.

As an alternative to pre-treatment, NPS may elect to construct a larger drainfield with gravelless chambers. As indicated in Table 6, increasing the drainfield area to 15,000 sf provides a BOD mass loading rate of 9.0x10-4 lbs./ft2/day, this provides a 10% buffer from the maximum suggested BOD mass loading rate of 1.0x10-3 lbs./ft2/day. Foregoing pre-treatment is not a viable option for subsurface drip because it requires a minimum pre-treatment level to residential strength standards (CBOD < 125 mg/L, TSS < 80 mg/L, and Grease & Oil < 20 mg/L). Adjusting the septic tank effluent CBOD levels for the low bias indicated in the water quality testing results in Appendix K gives a CBOD value of 135 mg/L.

DCG recommends alternative 3, no pre-treatment and gravelless chamber distribution to a 15,000-sf sand lined bed, due to cost savings and reduced system complexity while still providing adequate protection to the drainfield.

Septic Tank

On-site septic systems treating sewage from a nonresidential source must have septic tank capacity equal to three times the daily design flow. Therefore, 30,000 gallons of septic storage is required at the Hurricane Ridge Visitor Center. This can be provided in a single 30,000-gallon two compartment septic tank or two 15,000-gallon single compartment septic tanks in series.

Visitor Center wastewater can be conveyed by gravity flow through a new sewer tie-in to the existing sewer manhole 6. Gravity flow will continue through the septic tank(s) to a dosing tank with three alternating pumps to provide pressurized timed dosing to the drainfield. The dosing tank must be sized to provide 24-hour emergency storage capacity, in this case 10,000 gallons. A tank of approximately 14,000 gallons will provide the necessary operating and emergency storage.

If aeration is selected for pretreatment two septic tanks in series will be required.

The new septic tank(s) can be located on the south west corner of the Visitor Center and be connected to the existing sewer line at manhole #6 via gravity flow.

DCG recommends a single 30,000-gallon two compartment septic tank due to the cost savings of a single tank. Prefabricated fiberglass tanks are available that can be shipped to site. Such a tank should be installed with an anchoring system per the manufacturers recommendation.

Grease & Oil Recommendations

Grease and oil production from the Visitor Center commercial kitchen operation appear to be adequately mitigated by the grease traps currently installed under the kitchen sinks. Septic effluent of

7.9 mg/L for grease and oil are well below the residential threshold of 20 mg/L in treatment level E.

Furthermore, the grease and oil mass loading rates listed in Table 6 are an order of magnitude less than the maximum suggested values. It is recommended that the Visitor Center commercial kitchen continue to operate grease traps to mitigate the effects of grease and oil on the newly installed septic system.

Installing a large-scale grease interceptor on the kitchen waste line is not feasible because it ties into a bathroom sewer line inside the Visitor Center.

Septic Controls

Septic controls allow for timed dosing of effluent to the drainfield. Automatic distribution valves can also be used to sequentially dose select portions of the drainfield to better distribute flow and to limit pumping system requirements. With an automatic distribution valve, each time the effluent pump system turns off the valve rotates to a new feeder branch within the valve system. A rotating valve is selected with the correct number branches to coincide with the desired number of laterals to be served.

From each feeder branch, effluent is distributed to a designated lateral via a small diameter force main.

This force main can be further manifolded to feed multiple lateral runs during each pump cycle.

Individual ball valves are typically added to each of these laterals to allow runs to be individually controlled for maintenance and to control pressures throughout the system which may vary based on differences in feeder pipe run lengths as well as elevation differences across the system.

Controls for dosing pumps and/or treatment systems can be mounted externally on the side of the Visitor Center, in a location protected from the accumulation of snow, or in a small utility building constructed adjacent to the existing fire hydrant building west of the Visitor Center.

Septic Access Road

An access road is desired to provide vehicle access to the septic system for maintenance purposes. A gravel road can be constructed west of the Visitor Center to provide access to the septic site from the parking lot.

Abandonment/Demolition of Existing System

The existing septic tank can be pumped, its lid broken, filled, covered, and abandoned. Sewer lines into and out of the tank should be cut, capped, and abandoned. The existing drainfield pipe should likewise be cut, capped, and abandoned. Existing sewer lines down stream of Manhole 6 should also be cut, capped, and abandoned at each manhole. The lids of manholes downstream of manhole 6 should be broken and the manholes filled and abandoned.

NPS Preferred Sewer System Alternatives

A summarized list of NPS preferred alternatives for correction of the Hurricane Ridge sewer system deficiencies are as follows:

1. No pre-treatment and gravelless chamber distribution to a 15,000-sf sand lined bed drainfield.

2. Single 30,000-gallon septic tank and one approximately 14,000-gallon dosing tank with three alternating pumps to provide pressurized timed dosing.

3. Continued use of Visitor Center commercial kitchen sink grease traps.

4. External mounting of septic controls on side of Visitor Center.

5. Septic access road west of Visitor Center.

6. Abandonment of existing septic tank and drainfield. Demolition of manholes down stream of manhole 6 and abandonment of sewer line.

SITE PHOTOGRAPHS

Photo 1: Septic Tank

Photo 2: Gravel Road Above Septic Drainfield

Photo 3: Settling Over Sewer Line

APPENDIX C: VISITOR CENTER WATER USAGE

10000

12000

M o n th ly A ve ra ge G al lo n s

P e r D ay

G P

D

Hurricane Ridge Visitor Center

Total Water Usage & Wastewater Production

APPENDIX H: EXISTING CONDITIONS PLANS (SEWER SYSTEM)

Original Visitor Center Sewer System

Visitor Center Septic Tank

Current Layout of Sewer Line (in red) at Visitor Center

APPENDIX I: SANITARY SEWER SURVEY

0 Ft

110.5 Ft

Pip e F low

Survey Dir

Start of Survey Manhole [HR-MH6] 0.0 Ft

Water Level 005% 1.0 Ft

General Photo 18.1 Ft

Tap Factory 6.000 03 o'clock 109.2 Ft

End of Pipe End of Survey 110.5 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 1 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Polyvinyl Chloride Lining

Total length 110.5 Ft Height 6 Width ins

Joint length

Up HR-CO711 Rim to invert Ft Down HR-MH6 Rim to invert Ft

Upstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH7 A FEAfor Certificate # U-1110-11032

Time 9:24 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 110.50

Northing Easting Elevation Coordinate System GPS Accuracy

Project Hurricane Ridge Work Order

R&R Visual Inc. Phone: 574-223-5426 Fax: 574-223-7953

Video Index Count 18.1 Ft Code General Photo

Remarks File Name HR-CO711_10.jpg

Video Index Count 109.2 Ft Code Tap Factory

Remarks File Name HR-CO711_11.jpg

Video Index Count 110.5 Ft Code End of Pipe

Remarks File Name HR-CO711_12.jpg

CCTV Picture List of Work Order Setup 1 Video 05282014

HR-MH7 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Media\OLYMPIC NATIONAL PARK\

39.9 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH7] 0.0 Ft

Water Level 005% 1.4 Ft

End of Pipe End of Survey 39.9 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 4 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Polyvinyl Chloride Lining

Total length 39.9 Ft Height 6 Width ins

Joint length

Up HR-CO711 Rim to invert Ft Down HR-MH7 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH7 XX FEAfor Certificate # U-1110-11032

Time 11:33 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 39.90

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 39.9 Ft Code End of Pipe

Remarks File Name HR-CO711_40.jpg

CCTV Picture List of Work Order Setup 4 Video 05282014

HR-MH7 XX

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

80.5 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH0.5] Water Level 5%

0.0 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [S01] 3.7 Ft

Roots Medium Joint 12 to 12 o'clock 010% OM: 3 24.5 Ft

Material change [DIP] 62.1 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [F01] 63.9 Ft

End of Pipe End of Survey 80.5 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 13 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 80.5 Ft Height 6 Width ins

Joint length

Up HR-MH0.5 Rim to invert Ft Down HR-COSPT Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH0.5 A FEAfor Certificate # U-1110-11032

Time 16:11 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 80.50

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 3.7 Ft Code Surface Aggregate Projecting

Remarks File Name HR-MH0.5_130.jpg

Video Index Count 24.5 Ft Code Roots Medium Joint

Remarks File Name HR-MH0.5_131.jpg

Video Index Count 62.1 Ft Code Material change

Remarks DIP File Name HR-MH0.5_132.jpg

CCTV Picture List of Work Order Setup 13 Video 05282014

HR-MH0.5 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

123.3 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH1] Water Level 5%

0.0 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [S01] 4.6 Ft

Roots Fine Joint 12 to 12 o'clock OM: 1 23.9 Ft

Roots Medium Joint 12 to 12 o'clock 010% OM: 3 59.3 Ft

Roots Medium Joint 12 to 12 o'clock 025% OM: 3 117.3 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [F01] Manhole [HR-COSPT] End of Survey

123.3 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 12 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 123.3 Ft Height 6 Width ins

Joint length

Up HR-MH1 Rim to invert Ft Down HR-MH0.5 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info Found MH. Named it HR-MH0.5

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH1 A FEAfor Certificate # U-1110-11032

Time 15:57 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 123.30

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 4.6 Ft

Remarks File Name HR-MH1_120.jpg

Video Index Count 23.9 Ft Code Roots Fine Joint

Remarks File Name HR-MH1_121.jpg

Video Index Count 59.3 Ft Code Roots Medium Joint

Remarks File Name HR-MH1_122.jpg

Video Index Count 117.3 Ft Code Roots Medium Joint

Remarks File Name HR-MH1_123.jpg

CCTV Picture List of Work Order Setup 12 Video 05282014

HR-MH1 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

87.4 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH2] Water Level 5%

0.0 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [S01] 3.5 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [F01] Material change [DIP] 9.1 Ft

Roots Medium Joint 07 to 08 o'clock 010% OM: 3 23.1 Ft

Roots Fine Joint 08 to 04 o'clock OM: 1 51.9 Ft

Manhole [HR-MH1] End of Survey 87.4 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 11 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 87.4 Ft Height 6 Width ins

Joint length

Up HR-MH2 Rim to invert Ft Down HR-MH1 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH2 C FEAfor Certificate # U-1110-11032

Time 15:47 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 87.40

Northing Easting Elevation Coordinate System GPS Accuracy

DIP

Video Index Count 3.5 Ft Code Surface Aggregate Projecting

Remarks File Name HR-MH2_110.jpg

Video Index Count 9.1 Ft Code Material change

Remarks File Name HR-MH2_111.jpg

Video Index Count 23.1 Ft Code Roots Medium Joint

Remarks File Name HR-MH2_112.jpg

Video Index Count 51.9 Ft Code Roots Fine Joint

Remarks File Name HR-MH2_113.jpg

Video Index Count 87.4 Ft Code Manhole

Remarks HR-MH1 File Name HR-MH2_114.jpg

CCTV Picture List of Work Order Setup 11 Video 05282014

HR-MH2 C

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

118.1 Ft

Pip e F low

Survey Dir

Start of Survey Manhole [HR-MH2] Water Level 5%

0.0 Ft

Roots Fine Joint 08 o'clock OM: 1 6.9 Ft

Roots Fine Joint 09 o'clock OM: 1 21.2 Ft

Roots Medium Joint 09 to 03 o'clock 010% OM: 3 31.8 Ft

Roots Medium Joint 12 to 12 o'clock 010% OM: 3 66.4 Ft

Roots Medium Joint 03 to 04 o'clock 010% OM: 3 81.1 Ft

Manhole [HR-MH3] End of Survey 118.1 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 9 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 118.1 Ft Height 6 Width ins

Joint length

Up HR-MH3 Rim to invert Ft Down HR-MH2 Rim to invert Ft

Upstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH3 A FEAfor Certificate # U-1110-11032

Time 15:01 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 118.10

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 6.9 Ft Code Roots Fine Joint

Remarks File Name HR-MH3_90.jpg

Video Index Count 21.2 Ft Code Roots Fine Joint

Remarks File Name HR-MH3_91.jpg

Video Index Count 31.8 Ft Code Roots Medium Joint

Remarks File Name HR-MH3_92.jpg

Video Index Count 66.4 Ft Code Roots Medium Joint

Remarks File Name HR-MH3_93.jpg

Video Index Count 81.1 Ft Code Roots Medium Joint

Remarks File Name HR-MH3_94.jpg

Video Index Count 118.1 Ft Code Manhole

Remarks HR-MH3 File Name HR-MH3_95.jpg

CCTV Picture List of Work Order Setup 9 Video 05282014

HR-MH3 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

167.3 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH4] Water Level 10%

0.0 Ft

Roots Fine Joint 12 to 12 o'clock OM: 1 9.0 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [S01] 16.2 Ft

Roots Fine Joint 02 o'clock OM: 1 26.4 Ft

Roots Fine Joint 12 to 12 o'clock OM: 1 53.3 Ft

Roots Fine Joint 12 to 12 o'clock OM: 1 70.5 Ft

Water Level Sag 010% ST: 2 [S02] 104.6 Ft

Water Level Sag 010% ST: 2 [F02] 115.4 Ft

Water Level Sag 010% ST: 2 [S03] 128.9 Ft

Water Level Sag 010% ST: 2 [F03] 132.7 Ft

General Photo 165.6 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [F01] Abandoned Survey [Camera stopped on grout from joint.] 167.3 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 8 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length Ft Height 6 Width ins

Joint length

Up HR-MH4 Rim to invert Ft Down HR-MH3 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH4 A FEAfor Certificate # U-1110-11032

Time 13:50 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 167.30

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 9.0 Ft Code Roots Fine Joint

Remarks File Name HR-MH4_80.jpg

Video Index Count 16.2 Ft Code Surface Aggregate Projecting

Remarks File Name HR-MH4_81.jpg

Video Index Count 26.4 Ft Code Roots Fine Joint

Remarks File Name HR-MH4_82.jpg

Video Index Count 53.3 Ft Code Roots Fine Joint

Remarks File Name HR-MH4_83.jpg

Video Index Count 70.5 Ft Code Roots Fine Joint

Remarks File Name HR-MH4_84.jpg

Video Index Count 104.6 Ft Code Water Level Sag

Remarks File Name HR-MH4_85.jpg

Video Index Count 128.9 Ft Code Water Level Sag

Remarks File Name HR-MH4_86.jpg

Video Index Count 165.6 Ft Code General Photo

Remarks File Name HR-MH4_87.jpg

CCTV Picture List of Work Order Setup 8 Video 05282014

HR-MH4 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

CCTV Picture List of Work Order Setup 8 Video 05282014

HR-MH4 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Media\OLYMPIC NATIONAL PARK\

Video Index Count 167.3 Ft Code Abandoned Survey

Remarks Camera stopped on grout from joint.

File Name HR-MH4_88.jpg

16.1 Ft

Pip e F low

Survey Dir

Start of Survey Manhole [HR-MH3] Water Level 5%

0.0 Ft

Deposits Settled Other 05 to 07 o'clock 010% OM: 2 [Debris.] 8.2 Ft

Abandoned Survey [Line complete. Made it this distance from the upstream MH.] 16.1 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 10 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length Ft Height 6 Width ins

Joint length

Up HR-MH4 Rim to invert Ft Down HR-MH3 Rim to invert Ft

Upstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH4 A FEAfor Certificate # U-1110-11032

Time 15:35 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 16.10

Northing Easting Elevation Coordinate System GPS Accuracy

Line complete. Made it this distance from the upstream MH.

Video Index Count 8.2 Ft Code Deposits Settled Other

Remarks Debris.

File Name HR-MH4_100.jpg

Video Index Count 16.1 Ft Code Abandoned Survey

Remarks File Name HR-MH4_101.jpg

CCTV Picture List of Work Order Setup 10 Video 05282014

HR-MH4 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

174.3 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH5] Water Level 5%

0.0 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [S01] 4.2 Ft

Fracture Longitudinal 01 o'clock ST: 3 31.5 Ft

General Photo 39.0 Ft

Fracture Circumferential 12 to 12 o'clock ST: 2 53.5 Ft

Water Level Sag 010% ST: 2 [S02] 66.1 Ft

Water Level Sag 010% ST: 2 [F02] 70.2 Ft

Roots Fine Joint 03 o'clock OM: 1 130.3 Ft

Roots Fine Joint 12 to 12 o'clock OM: 1 147.7 Ft

Surface Aggregate Projecting 12 to 12 o'clock ST: 3 [F01] Manhole [HR-MH4] End of Survey

174.3 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 7 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 174.3 Ft Height 6 Width ins

Joint length

Up HR-MH5 Rim to invert Ft Down HR-MH4 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH5 B FEAfor Certificate # U-1110-11032

Time 13:22 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 174.30

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 4.2 Ft

Remarks File Name HR-MH5_70.jpg

Video Index Count 31.5 Ft Code Fracture Longitudinal

Remarks File Name HR-MH5_71.jpg

Video Index Count 39.0 Ft Code General Photo

Remarks File Name HR-MH5_72.jpg

Video Index Count 53.5 Ft Code Fracture Circumferential

Remarks File Name HR-MH5_73.jpg

Video Index Count 66.1 Ft Code Water Level Sag

Remarks File Name HR-MH5_74.jpg

Video Index Count 130.3 Ft Code Roots Fine Joint

Remarks File Name HR-MH5_75.jpg

Video Index Count 147.7 Ft Code Roots Fine Joint

Remarks File Name HR-MH5_76.jpg

Video Index Count 174.3 Ft Code Manhole

Remarks HR-MH4 File Name HR-MH5_77.jpg

CCTV Picture List of Work Order Setup 7 Video 05282014

HR-MH5 B

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

254.8 Ft

Pipe Flow

Survey Dir

Start of Survey Manhole [HR-MH6] Water Level 0%

0.0 Ft

Water Level Sag 010% ST: 2 [S01] 18.9 Ft

Water Level Sag 010% ST: 2 [F01] 65.2 Ft

Water Level Sag 010% ST: 2 [S02] 156.5 Ft

Water Level Sag 010% ST: 2 [F02] 167.6 Ft

Water Level Sag 010% ST: 2 [S03] 203.8 Ft

Water Level Sag 010% ST: 2 [F03] 229.1 Ft

Manhole [HR-MH5] End of Survey 254.8 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 3 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Not Known Lining Cured in Place

Total length 254.8 Ft Height 6 Width ins

Joint length

Up HR-MH6 Rim to invert Ft Down HR-MH5 Rim to invert Ft

Downstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-MH6 A FEAfor Certificate # U-1110-11032

Time 10:45 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 254.80

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 18.9 Ft Code Water Level Sag

Remarks File Name HR-MH6_30.jpg

Video Index Count 156.5 Ft Code Water Level Sag

Remarks File Name HR-MH6_31.jpg

Video Index Count 203.8 Ft Code Water Level Sag

Remarks File Name HR-MH6_32.jpg

Video Index Count 254.8 Ft Code Manhole

Remarks HR-MH5 File Name HR-MH6_33.jpg

CCTV Picture List of Work Order Setup 3 Video 05282014

HR-MH6 A

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

36 Ft

Pip e F low

Survey Dir

Start of Survey Manhole [HR-MH7] Water Level 10%

0.0 Ft

Deposits Attached Encrustation 05 to 07 o'clock 010% OM: 2 1.3 Ft

Intruding Sealing Ring 04 to 10 o'clock 005% OM: 2 7.5 Ft

Intruding Sealing Ring 03 to 09 o'clock 010% OM: 2 9.9 Ft

Material change [DIP] 34.7 Ft

Tap Factory 4.000 03 o'clock 35.1 Ft

End of Pipe End of Survey 36.0 Ft

Direction Date Cleaned

P/O #

Media No 05282014

Date 2014/05/28

Setup 6 Surveyor Richie Drainage

Street Hurricane Ridge Rd.

Weather Dry

City Port Angeles

Flow control Not Controlled

Location Yard

Cat Not knownPurpose Maintenance Related

Use Sanitary Shape Circular Material Reinforced Concrete Pipe Lining

Total length 36.0 Ft Height 6 Width ins

Joint length

Up HR-TP711-1 Rim to invert Ft Down HR-MH7 Rim to invert Ft

Upstream Preclean N

Year rehabilitated

Additional info

Further location details

Structural Miscellaneous

O & M Hydraulic

Constructional

System Owner National Park Service

Year laid

Pipe Graphic Report of PSR HR-TP711-1 B FEAfor Certificate # U-1110-11032

Time 12:04 Survey Customer Olympic National Park

Grade to invert Rim to grade Grade to invert Rim to grade

Length Surveyed 36.00

Northing Easting Elevation Coordinate System GPS Accuracy

Video Index Count 1.3 Ft Code Deposits Attached Encrustation

Remarks File Name HR-TP711-1_60.jpg

Video Index Count 7.5 Ft Code Intruding Sealing Ring

Remarks File Name HR-TP711-1_61.jpg

Video Index Count 9.9 Ft Code Intruding Sealing Ring

Remarks File Name HR-TP711-1_62.jpg

Video Index Count 34.7 Ft Code Material change

Remarks DIP File Name HR-TP711-1_63.jpg

Video Index Count 35.1 Ft Code Tap Factory

Remarks File Name HR-TP711-1_64.jpg

Video Index Count 36.0 Ft Code End of Pipe

Remarks File Name HR-TP711-1_65.jpg

CCTV Picture List of Work Order Setup 6 Video 05282014

HR-TP711-1 B

Survey Date 2014/05/28 Path to picture files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

060214\Snaps\OLYMPIC NATIONAL PARK\

FEAfor

Path to video files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC 060214\Movies\OLYMPIC NATIONAL PARK\

Path to media files X:\NPS\OLYMPIC NATIONAL PARK\CCTV DATA\OLYMPIC

80.6 Ft

Pip e F low

Survey Dir

Start of Survey Manhole [HR-MH6] Water Level 5%

0.0 Ft

Deposits Attached Encrustation 05 to…