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Boeing Commercial Airplane Group j P.O.Box 3707 Seattle,WA 98124-2207 September 12 1996 DEVELOPMENT PLANNING 6-8 W I H-LP-97-021 SEP 2 2 1997 Mark Pywell Senior Planner RECEIVED City of Renton 200 Mill Avenue South Renton, WA 98055 Subject: Boeing Customer Services Training Center BOE/NG Dear Mr. Pywell: On August 8, 1996, samples from Springbrook Creek and the Customer Services Training Center outfall to the Creek were taken as part of the monitoring program for wetland permitting. The water was sampled during an extremely dry period and is being classified as a very dry flow condition. The tideflex valve at the outfall was not discharging water to the Creek. There was flow at the 16'h Street Bridge. No unusual conditions existed while sampling was taken. Attached are the results of the analysis performed on the samples. It appears that the measured constituents are within Class A stream standards with the exception of dissolved oxygen which was 5.2mg/l versus the standard of greater than 8mg/1. If there are questions regarding this information, please do not hesitate to call me on (425) 477-0059. Sincerely, c� Lori Pitzer Land Use Administration cc: M. Boule Shapiro and Associates enclosure CSTC Wetlands Mitigation Monitoring Data Wet Flow Condition Monitoring August 1997 Very Dry Flow Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:97-A998 Lab Id: 97-A997 ARI ID: T397 ARI ID: T398 H 7.6 7.2 Dissolved oxygen 4.8 5.2 m Electrical conductivity 755 545 mmho/cm Organic Halogens (TTO's) < 1 < 1 ppb Fats,oil & grease < 2 < 2 m Organic Carbon 5.7 4.6 m Total Suspended solids 1.60 3.40 m Biochemical oxygen demand 2 8 mg/L BOD Chemical Oxygen Demand 22 24 mg/L COD Nitrate 0.53 0.54 m -N/L Nitrite 0.01 0.019 m -N/L Total Phosphorous 0.099 0.099 m -P/L ND - undetected at detection limit ppb - part per billion CITY OF RENTON MEMORANDUM DATE: December 15, 1993 TO: Lenora Blauman FROM: Ron StrakaC STAFF CONTACT: Scott Woodbury SUBJECT: BOEING LONGACRES OFFICE PARK PRELIMINARY DRAFT EIS SURFACE WATER UTILITY REVIEW COMMENTS Thank you for the opportunity to comment on Chapters 2, 3, 5, 6, and 7 and Appendix C and D of the Boeing Longacres Office Park Preliminary Draft EIS. We have reviewed these documents and provide the following review comments: Reference Comment Appendix C-; We suggest including in each section a reference to the chapter in DEIS, Volume 1, where the analysis of impacts is presented, as was done in the Solid Waste, Electrical, and Other Resources sections. Appendix C i Section 2.1.1, Paragraph 1. In the last sentence it is stated that the mean flow in Springbrook Creek during low flow months in 9 cfs. However the R.W. Beck report refers to the 9 cfs as an approximation of the average low flow. There could be a statistical difference between a mean value derived from an entire data set (low flow months) and an average computed from low flows selected from the same data set, depending upon the data in the set. Also we could not find the original data in the R.W. Beck report from which the mean flow value of 350 cfs during high flow months was noted to have been taken. Springbrook Creek to SW 43rd Street is designated as a Shoreline of the State which means the stream has an average annual flow of 20 cfs or more. Appendix C,,� Section 2.1.1. Is there any off-site area that is tributary to the wetland in the South Meadow subbasin? In walking the area to the south of the Boeing property for a future City project it appears that there is some off-site area. Appendix C Y Section 2.1.1., Page 6. We suggest adding to each drainage facility description a reference of which basin it drains. December 15, 1993 Page 2 Appendix D Why do the wetland delineations stop at the property line? Has a variance from the requirements of Section 4-32-3.A.2 of the Wetland Management Ordinance been obtained? We do realize that the field work for the delineations was done before the Ordinance was adopted. However, we are not sure if the requirements for off-site delineations of the above section were in place prior to the ordinance and if the project is considered to be vested or grandfathered. Of specific interest is the South Marsh wetland, which is not anticipated to end abruptly at the property line, and City wetland W-18 to the east of the existing Sales Pavilion. Buffers from wetlands off-site that extend onto the project site may affect all of the current site plan alternative. Section 3.3.2, last paragraph. Only a portion of the site is in the FEMA 100-year floodplain, not the entire site as the sentence implies. Appendix D Exhibit 2, Page 19, Paragraph 1. Please note in the text the section of the Wetlands Management Ordinance where drainage ditches are cited specifically as unregulated. Paragraph 2. We understand that the City is defining in the Shoreline Master Program that the City-owned wetlands to the east of the South Marsh are a Shoreline of the State. Should the South Marsh then be considered an associated wetland under the SMA? Chapter 5 Infiltration is the preferred method for stormwater management when site conditions are appropriate (soils) and the quality of the groundwater is not endangered. However, Chapters 5 and 6 lack any discussion supporting the selection of the proposed lake system over infiltration. By suggesting on page 4 that infiltration lagoons may be included with the lake system infers that at least some areas of the site could support infiltration. Why then is a lake system proposed with the associated impacts of reduced groundwater recharge and increased runoff volumes into the downstream system? Infiltration following water quality pretreatment could likely have less environmental impact than the proposed system. This should be addressed. We have a few of observations. Although not apparent in the text, are the soils which would support infiltration on the project site too scattered and insufficient to meet project needs? From an operation and maintenance perspective, a single regional surface water detention system would be preferred over many smaller infiltration facilities if it can be demonstrated that there is less environmental impact. Infiltration systems also typically have shorter operation life cycles due to sediment spoilage and will more frequently need reconstruction or replacement than a surface water system. The valley area has a relatively high wet weather groundwater table which may not support infiltration systems. This condition should be addressed when considering use of infiltration. Chapter 5 Table 5-1 and Section 5.4.1. Groundwater quality impacts due to incidental infiltration of stormwater runoff from the proposed water quality pretreatment and lake system could also be classified as a significant impact requiring mitigation as is direct infiltration, depending upon the site location. However, we are not aware of any local or state requirements to mitigate for this incidental infiltration, when the project site is not in an aquifer protection zone. We are also not aware of any local, state, or federal requirements for treating stormwater to MTCA cleanup levels for any of the proposed alternatives prior to incidental or direct infiltration. This should be confirmed with Ecology and EPA. Any concern over incidental infiltration can be mitigated with a plastic or impervious soil liner. December 15, 1993 Page 3 Chapter 5 Section 5.3.1.1, Paragraph 3. Is satisfying a portion of the water quantity control requirement of the KCSWD also an objective of the lagoons, as well as mitigation for impacts due to reduced groundwater discharge? If so, the water table may be too high and preclude this option. Infiltration rates may also be too slow. Including infiltration lagoons with the lake system may defeat the purpose of supplementing the lake with well water as proposed. Chapter 5 Section 5.3.1.2, Sentence 3. There does not appear to be any evidence in the DEIS of proposed mitigation that will significantly reduce the potential impacts of reduced groundwater recharge. Will the incidental infiltration from the lake and landscape irrigation systems, or the potentially limited, local recharge from the infiltration lagoons referenced in the text make much difference? Is there any more evidence to support the claim? While Table 6-1 notes that loss of recharge is an unavoidable significant adverse impact this chapter does not. This should be addressed. Chapter 5 Section 5.4.2, Paragraph 3. Dissolved iron concentrations are also of concern. Dewatering at one location for the CSTC site development emitted iron rich water into Springbrook Creek, which oxidized and settled out produced an orange flocculent plume downstream of the outlet and an orange stain on the northwest wing wall of the SW 16th Street bridge. Pretreatment of iron rich groundwater is important to maintaining the visual quality of the receiving water. Chapter 5 Page 8, Paragraph 1. Section 6.5 of Chapter 6, Page 18, indicates that a percentage of nutrients and metals in runoff originating from the project site would eventually enter the receiving water, even with mitigation. If runoff infiltration systems will be used, then groundwater will be the receiving water, and the same conclusion may be applied to unavoidable groundwater impacts. Also in Section 6.5 the loss of infiltration to the groundwater due to the increase in impervious area is noted as an unavoidable impact. This should be noted here as well. Chapter 6 Section 6.3. For all of the alternatives it is not discussed where runoff from public streets required for the development will be directed. This runoff should be included in the proposed lake/stormwater detention and water quality system design, or provision should be made w4hin the site devainnmPnt puns for corvfructlon of ser and/or right of way. Chapter 6 Section 6.3.1.3, Paragraphs 1 and 2. It should be noted that periodic maintenance of a facility is important in order for the facility to operate as designed. Chapter 6 Section 6.3.1.3, Paragraph 3. As noted on the second paragraph of page 6-8, the Proposed Action will contribute to the cumulative impact of new impervious area on increasing water quantity entering the Springbrook Creek system. The increasing water quantity does contribute to cumulative impact on the stormwater utilities in the area downstream of the Office Park stormwater outlet. The increase can elevate tailwater peak flows at other downstream system outlets for longer periods, directly affecting the flow capacity of the affected outlets. The amount of erosive work done by the stream may be increased because of the increased volume of flow and the increased volume of water must also ultimately be pumped into the Green River at the Black River Pump Station. The pumps will need to be operated more frequently and for longer periods. December 15, 1993 Page 4 Chapter 6 Section 6.3.3.3. It is correctly noted that more stormwater utilities may result if separate systems are developed for each parcel. I suggest changing the first sentence of this section to read that, "...stormwater detention and conveyance could be developed separately...", to be consistent with the other portions of Section 6.3.3. However, additional impact will occur under Alternative 3 as a result of operation of the larger number of facilities because of increased maintenance needs. Maintenance will be needed, not only for the greater number of private facilities on the separate parcels, but also for the larger system of public roads and associated utilities anticipated for Alternative 3 to adequately serve each of the separate developments. Periodic maintenance of utilities is needed to ensure that the facilities are operating as designed. Poor or infrequent maintenance of a facility could result in an decrease in the conveyance capacity and the pollutant removal efficiency of that facility. Generally, private systems are not adequately maintained. Greater impacts could result during operation of the larger number of systems required for Alternative 3 if inadequately maintained. The maintenance needs of the greater number of public facilities anticipated under Alternative 3 will also increase the work load of the City department responsible for this public service. Chapter 6 Section 6.4. A suggested mitigation is to provide separate systems for roof runoff to bypass the water quality treatment systems. This will reduce the volume of water passing through the treatment system. We suggest confirming whether treatment is required with Ecology. The roof runoff may also be infiltrated to reduce the groundwater recharge impact. Chapter 6 Section 6.4.1. Several of the mitigations listed under water quantity would be more appropriate under the water quality section. Chapter 6 Section 6.4.2. Please include development and implementation of an operation and maintenance plan for completed facilities as other mitigation for water quality and quantity impacts. Chapter 7 Section 7.2.4.2, Paragraph 3. The BRPS fishway is operated by the King County Surface Water Management Division, not the King Conservation District. Chapter 7 Section 7.2.4.3, Paragraph 4. The King County Conservation District does work with property owners, primarily farmers, who request assistance. Along with on-site best management practices, this may include reducing cutting of existing streamside vegetation and addition of new riparian plantings for properties along streams, but not any independent program specifically for a particular stream. The Conservation District may have been confused with the King County Drainage District, which owns much of the Springbrook Creek stream corridor and collects operating revenue through a special assessment tax on parcels within its jurisdiction. I am not aware of any District program similar to that mentioned in the text. I suggest that the authors contact the Conservation and Drainage District representatives directly for information. The representatives and phone numbers are: Jack Nelson, Drainage District Attorney, 854-7200 Jack Davis, Conservation District Manager, 764-3325. Chapter 7 Section 7.2.4.4, Paragraph 1. The significant reduction of annual coho fry stocking to 33,700 in 1991 may not have been entirely due to reduction of base flow caused by increasing in impervious area. If previous years were unusually dry, then the role of reduced base flow in loss of rearing habitat may not have been as major a factor as the paragraph implies. If lack of rainfall or other conditions were partly responsible, then it should be noted in the text. December 15, 1993 Page 5 Chapter 7 Section 7.3.1.2, Page 20. Will redirecting runoff to the proposed lake system from the land area, which in the existing condition drains to the South Marsh, have a significant impact? Does the change impact the South Marsh adversely? The volume of water discharging into the South Marsh under predeveloped conditions should continue to be discharged into the wetland during post-developed conditions. Page 21. The proposed stormwater facilities will not remove all contaminants, but will remove more contaminants than the treatment systems required by City codes. The proposed system would require a code modification/alteration as was done for the CSTC. Chapter 7 Section 7.3.3.2, Page 31. Why would this alternative be noted as likely to result in loss of resource when mitigation would be required according to the Wetlands Management Ordinance? In Section 7.3.1.2, it is noted that the requirements of the Ordinance would prevent a significant impact from occurring from the Proposed Alternative, even when considered with cumulative impacts of other project identified in Chapter 2. Regardless of at what intensity a parcel is to be developed, the wetland impacts are required to be mitigated. The potential restoring/creating a higher value wetland than what was impacted is reduced by uncollective mitigation on scattered parcels. However, any project proposing to impact wetlands must provide mitigation equal to or better than what was impacted . This would prevent any significant adverse impact? Chapter 7 Section 7.3.3.4, Page 32, Paragraph 4, Sentence 2. 1 suggest revising to read, "Less native vegetation would be available...". The current wording says that more landscaping is needed to mitigation for runoff from landscaping. However, additional landscaping would then create an even further need for more landscaping, and so on. Chapter 7 Section 7.3.4.2. 1 suggest defining how the South Marsh will change. Change is implied, but the type of change is left unexplained. Chapter 7 Section 7.4.1.4. The last mitigation in this section is redundant with the first. Chapter 7 Section 7.4.2.4. In Section 7.3.1.4 an aeration system is noted as planned for the lake system to reduce impacts due to potential low oxygen levels in the lake. Why not list this in the other mitigation section? H:UTIL/SW/EIS-LNGA/SSW:If cc: Gregg Zimmerman CITY OF RENTON MEMORANDUM DATE: October 7, 1994 TO: Lenora Blaumaan FROM: Ron Straka /Y__ STAFF CONTACT: Scott Woodbury SUBJECT: THE BOEING COMPANY LONGACRES OFFICE PARK DRAFT ENVIRONMENTAL IMPACT STATEMENT (DEIS) SURFACE WATER UTILITY REVIEW COMMENTS Thank you for the opportunity to comment on the above-referenced DEIS. We have reviewed the document and have the following comments: 1 . The Final EIS must show and describe where runoff from the public streets required to serve the development will be directed. This runoff should be accounted for in the proposed lake/stormwater detention and water quality system design, or provision should be made within the site development plans for construction of separate facilities within a reserved tract and/or right-of- way. 2. The Final EIS must more fully identify and describe conditions upstream and downstream of the South Marsh. For example, the tributary area is much larger than identified in the DEIS and the South Marsh lies within a subdrainage area that, except for extremely large events, is a closed depression. Please call me at X-5548 or Scott Woodbury at X-5547 if you have any questions regarding these comments or would like more information. H:DOCS:94-931!!:SW cc: Ron Olsen Boeing Commercial Airplane Group P.O. Box 3707 Seattle.WA 98124-2207 DEVELOPMENT PLANNING May 16, 1997 CITY Oc RrN rnn; Mark Pywell MAY 2 7 1997 Senior Planner City of Renton RECEIVED 200 Mill Avenue South Renton, WA 98055 Subject: Boeing Customer Services Training Center BOE/NG Dear Mr. Pywell: On March 20, 1997, samples from Springbrook Creek and the Customer Services Training Center outfall to the Creek were taken as part of the monitoring program for wetland permitting. The water was sampled during extremely rainy period, and is therefor being classified as extreme wet weather flow conditions. The tideflex valve at the outfall was discharging water to the Creek. There was good flow at the 161h Street Bridge. No unusual conditions existed while sampling. Attached are the results of the analysis performed on the samples. It appears that the measured constituents are within class A stream standards with the exception of total phosphorous which is 0.04 above the standard of 0.10 milligrams per liter. If there are questions regarding this information, please do not hesitate to call me on (425) 477-0059. Please note I have a new phone number and mailing address. Sincerely, L(� Lori Pitzer Land Use Administration Org. 6-8A00, MS 20-30 Phone (425) 477-0059 cc: M. Boule Shapiro and Associates enclosure CSTC Wetlands Mitigation Monitoring Data Wet Flow Condition Monitoring March 1997 Extreme Wet Event Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:97-A291 Lab Id: 97-A292 ARI ID: S035: ARI ID: S034 H 7.4 7.2 Dissolved oxygen 10.7 10.6 ma Electrical conductivity see Note 1 see Note I mmho/cm Organic Halogens (TTO's) nd nd ppb Fats,oil & grease < 2 < 2 m Organic Carbon 7.6 6.2 m Total Suspended solids 19.6 8.3 m Biochemical oxygen demand 3 < 1 mg/L BOD Chemical Oxygen Demand 23 20 mg/L COD Nitrate 0.020 0.40 mQ-N/L Nitrite 0.012 < 0.010 m -N/L Total Phosphorous 0.14 0.13 m -P/L ND - undetected at detection limit ppb - part per billion Note 1: Due to a problem in the analytical lab, these samples were not run. Boeing Commercial Airplane Group P REV -1TY(1F P' PLAN�111; BI, C!TY cN i Q January 24, 1996 APR _ 7 6-8A9F-LP-97-007 1997AN -' G lgy� Mark Pywell E'T n O ri RENTON RECEIVED Senior Planner Dept City of Renton 200 Mill Avenue South Renton, WA 98055 Subject: Boeing Customer Services Training Center BOE/NG Dear Mr. Pywell: On December 11, 1996, samples from Springbrook Creek and the Customer Services Training Center outfall to the Creek were obtained as part of the monitoring program for wetland permitting. The water was sampled during a rainy period and is therefore classified as wet weather flow conditions. The tideflex valve at the outfall was discharging water to the Creek, there was also good flow at the S. W. 16th Street bridge. No unusual conditions existed while the sampling took place. Attached are the results of the analysis performed on the samples. It appears that the measured constituents are within class A stream standards with the exception of total phosphorous which was .02 high in the Springbrook Creek area. If there are questions regarding this information, please do not hesitate to call me on (206) 544-7259. Please note this is a new phone number for me. Sincerely, Lori Pitzer Land Use Administration Org. 6-8A00, MS 2R-26 Phone (206) 544-7259 cc: M. Boule Shapiro and Associates S. Goetz Pacific Resources Group enclosure CSTC Wetlands Mitigation Monitoring Data Wet Flow Condition Monitoring Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:96-A1059 Lab Id: 96-1058 ARI ID:R079 ARI ID: R080 H 7.3 6.9 Dissolved oxygen 11.4 10.2 ma Electrical conductivity 160.9 171.7 mmho/cm Organic Halogens TTO's nd nd ppb Fats,oil & grease < 2 < 2 ma Organic Carbon 5.1 5.0 ma/L Total Suspended solids 9.00 11.1 m--JL Biochemical oxygen demand 9 4 mg/L (BOD Chemical Oxygen Demand 24 20 mg/L COD Nitrate 0.018 0.49 m -N/L Nitrite < 0.010 0.012 ma-NIL Total Phosphorous 0.16 0.12 ma-P/L ND - undetected at detection limit ppb - part per billion Boeing Commercial Airplane Group P.O.Box 3707 Seattle,WA 98124-2207 DEVELOPMENT PLANNING C!TV OP RFNTON August 19, 1996 AUG 2 2 6-8A00-LLP-2245 1996 RECEIVED Mark Pywell BOE/NG Senior Planner City of Renton 200 Mill Avenue South Renton, WA 98055 Subject: Boeing Customer Services Training Center Dear Mr. Pywell: On July 3, 1996, samples from Springbrook Creek and near the Customer Services Training Center outfall to the Creek were taken as part of the monitoring program for wetland permitting. The water sampled comes after a dry June which had a total rainfall of approximately 0.53 inches. Due to this, the sampling was classified as being taken at dry to very dry weather flow conditions. The tideflex valve at the outfall was not discharging water to the Creek or the water in the vault below the discharge point. The inlet to the vault was dry and it appeared that no water had entered the vault recently. The water level at the bridge over S.W. 16th Street was relatively low and appeared very turbid. No unusual conditions existed while sampling. Attached are the results of the analysis performed on the samples. It appears that the measured constituents are within class A stream standards with the exception of total phosphorous and dissolved oxygen. I am working with our site maintenance and sampling staff to understand the situation better. If there are questions regarding this information,please do not hesitate to call me on(206) 544-7458. Sincerely, Lori Pitzer Land Use Administration Org. 6-8A00,MS 2R-71 Phone(206) 544-7458 cc: M. Boule Shapiro and Associates S. Goetz Pacific Resources Group enclosure CSTC Wetlands Mitigation Monitoring Data Dry to Very Dry Flow Conditions Monitoring Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:96-A545 Lab Id: 96-A544 ARIID:P386A ARIID:P387A H 7.6 7.3 Dissolved oxygen 4.8 5.7 m /L Electrical conductivity 304.0 414.0 mmho/cm Organic Halogens TTO's nd nd ppb Fats,oil & grease < 2 30.3 m Organic Carbon 9.5 7.4 mg/L Total Suspended solids 4.00 9.80 m Biochemical oxygen demand 3 5 mg/L BOD Chemical Oxygen Demand 27 26 mg/L COD Nitrate 0.1 0.44 m -N/L Nitrite 0.01 0.044 m -N/L Total Phosphorous 0.26 0.32 m -P/L ND - undetected at detection Limit ppb - part per billion cAIongacre\wmm7-96.doc _ The Boeing Company P.O. Box 3707 Seattle,WA 98124-2207 DEVELOPMENT PLANNING CITY OF 7ENTON 9 1996 March 4, 1996 6-8A00-LLP-2221 RECEIVED Mark Pywell BOE/NG Senior Planner City of Renton 200 Mill Avenue South Renton, WA 98055 Subject: Boeing Customer Services Training Center Dear Mr. Pywell: On January 17, 1996, water quality samples were taken from the Boeing Customer Services Training Center (CSTC) outfall to Springbrook Creek and Springbrook Creek itself. The water was sampled at noon 2 days after very heavy rainfall and as such is classified as an "extreme event". The discharge in the Creek and at the outfall were not as high as those levels observed during the sampling on November 29, 1995. No unusual conditions existed while sampling and visually all of the samples were clear. The tideflex valve at the outfall was continuously discharging water to the Creek and was approximately 1/3 of the way up the valve. Enclosed are the results of the analysis performed on the samples. The results of the monitoring are within the state standards for a Class A stream. If there are questions regarding this information, please do not hesitate to call me on (206) 544-7458. Sincerely, Lori Pitzer Land Use Administration Org. 6-8A00, MS 2R-71 Phone (206) 544-7458 Enclosure cc: M. Boule Shapiro and Associates CSTC Wetlands Mitigation Monitoring Data Extreme Event Monitoring Main Outfall to Springbrook Creek atF Units Creek 16St bridge Lab Id:96-A66 Lab Id: 96-A67 ARI ID: ARI ID: H 7.3 7.0 Dissolved oxygen 10.3 8.8 m Electrical conductivity 165.0 158.0 mmho/cm Organic Halogens TTO's 8.51 K* 28.19 K* b Fats,oil & grease < 2 < 2 m Organic Carbon 6.1 7.4 m Total Suspended solids 4.00 8.00 m Biochemical oxygen demand 1 4 mg/L BOD Chemical Oxygen Demand 15 21 mg/L COD Nitrate 0.2 0.7 m -N/L Nitrite 0.016 0.016 m -N/L Total Phosphorous 0.085 0.11 ma-P/LJ. ND - undetected at detection limit ppb - part per billion * - MEK is methyl ethyl ketone. These levels are very close to the detection limit and deemed to be insignificant. c:\Iongacrc\winmI-96.doc Boeing Commercial Airplane Group P.O.Box 3707 Seattle,WA 98124-2207 January 5, 1996 6-8A00-LLP-2216 y Lenora Blauman DOE/NG City of Renton 200 Mill Avenue South Renton . WA 98055 Subject: Boeing Customer Services Training Center Stromwater Submittal Dear Ms. Blauman: On November 29, 1995 water quality samples were taken from the Boeing Customer Services Training Center (CSTC) outfall to Springbrook Creek and Springbrook Creek itself. The water sampled was classified as an "extreme event" due to the high amount of rainfall which had occurred that day and several days prior. The samples were obtained between 3 pm and 4 pm in the afternoon. A sample of water from the Creek at the 16th Street Bridge was collected. The flow from the Creek was not measured, however, visually it was the fastest noted to date and the level of the Creek appeared higher than normal. The outfall from CSTC to Springbrook Creek was submerged, therefore as was done in previous sampling, this sample was obtained from the outfall vault. If you have any questions or comments regarding the submittal, please do not hesitate to call me on 234-1122. Sincerely, Lori Pitze Land Use Administration Org. 6-8A00, MS 2R-71 Phone (206) 544-7458 Enclosure CC" M. Boule Shapiro and Associates CSTC Wetlands Mitigation Monitoring Data Extreme Event Monitoring Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:95-A1360 Lab Id: 95-A1359 ARI ID: M454A ARI ID: M454B H 7.1 7.1 Dissolved oxygen 9.2 9.0 m Electrical conductivity 128.0 72.50 mmho/cm Or anic Halogens TTO's < 1 1.19 ppb Fats,oil & grease < 2 < 2 m Organic Carbon 7.0 6.7 m Suspended solids 2.90 65.6 m Biochemical oxygen demand 2 3 mg/L OD Chemical Oxygen Demand 17 23 mg/L COD Nitrate 0.13 0.57 m -N/L Nitrite 0.013 ND m -N/L Total Phosphorous 0.12 0.25 m -P/L ND - undetected at detection limit ppb - part per billion cAon gacre4nim 11-95.doc Boeing Commercial Airplane Group P.O.Box 3707 Seattle,WA 98124-2207 !DEVELOPMENT PLANNING ^ITS OF PENTON June 11, 1996 JUN 17 19,% 6-8A00-LLP-223 8 E C E I V E D Mr. Mark Pywell Senior Planner BOE/NG City of Renton 200 Mill Avenue South Renton,WA 98055 Subject: Boeing Customer Services Training Center Dear Mr. Pywell: On April 24, 1996, samples from Springbrook Creek and the Customer Services Training Center outfall to the Creek were taken as part of the monitoring program for wetland permitting. The water was samples in the morning during a rainy period and as such is classified as a wet flow condition. The tideflex valve at the outfall was continuously discharging water to the Creek and was approximately 1/3 the way up the valve. No unusual conditions existed while sampling and visually all the samples were clear. Attached are the results of the analysis performed on the samples. It appears that the measured constituents are within class A stream standards with the exception of total phosphorous which is 0.02 above the standard of 0.10 milligrams per liter. If there are questions regarding this information, please do not hesitate to call me on(206) 544-7458. Sincerely, Lori Pitzer Land Use Administration Org. 6-8A00, MS 2R-71 Phone (206) 544-7458 cc: M. Boule Shapiro and Associates Enclosure CSTC Wetlands Mitigation Monitoring Data Wet Flow Conditions Monitoring Main Outfall to Springbrook Creek at Units Creek 16St bridge Lab Id:96-A344 Lab Id: 96-A345 ARI ID: N762A ARI ID: N761A H 7.7 7.1 Dissolved oxygen 8.8 8.9 m Electrical conductivity 215.0 85.0 mmho/cm Organic Halogens TTO's < 5 < 5 ppb Fats,oil & grease < 2 < 2 m Organic Carbon 8.9 7.6 m Total Suspended solids see below * see below * m Settleable solids < 0.5 < 0.5 m /hr Biochemical oxygen demand 7 6 mg/L BOD Chemical Oxygen Demand 27 24 mg/L COD Nitrate 0.047 0.47 m -N/L Nitrite < 0.01 < 0.01 m -N/L Total Phosphorous 0.12 0.13 m -P/L ND - undetected at detection limit ppb - part per billion * - settleable solids was run instead of total suspended solids in error c:Alongacre\wmm4-96.doc CITY OF RENTON MEMORANDUM DATE: March 5, 1993 TO: Lenora Blauman FROM: Ron Straka 11A - STAFF CONTACT: Scott Woodbury SSW SUBJECT: Boeing Longacres - Preliminary Draft EIS Surface Water Utility Review Comments GENERAL COMMENTS 1 The DEIS suggests actions in places within the document which are beyond existing code requirements (i.e., seismic code). Is there justification for the stricter requirement? The applicant will not likely go beyond existing code unless there is financial incentive or other incentive to do so. 2. Recommend that a comparison of the retention/detention surface water quantity/quality control options be made to define which option has a less significant environmental impact. The list should also include factors which may dictate which option is used, i.e., on-site soil types may preclude retention. 3. General revision of Summary Table 1-1 where applicable to address any comments. 4. Recommend that when a mitigation noted in the text applies to more than one element of the DEIS a note should be added to reference other elements where the mitigation also applies. This would help the reader understand how elements, impacts, and mitigations are interrelated. Also could include a summary of "Required Mitigations" with a corresponding list of element impacts effected by the mitigation. For example: Soil stabilization 1. Reduced soil erosion 2. Minimize flood storage lost to silt deposition in conveyance and storage facilities 3. Minimize water quality degradation 4. Minimize wetland degradation 5. Minimize loss of fish habitat A separate list for "Other Mitigations" could also be generated. SPECIFIC COMMENTS Summary Chapter: Table 1-1, Groundwater - Groundwater level may not be low enough to accommodate infiltration facilities. Also infiltration system spoilage/design life can be a problem. Recommend that a maintenance plan be developed as a mechanism to achieve extended design life. Recommend that a monitoring plan be developed to measure when the infiltration system is becoming ineffective and when water quality standards are exceeded. An action plan must also be formulated in the event that the original infiltration system is not functioning adequately and must be replaced. Table 1-1, Surface water - Water quality and sediment monitoring program should include threshold values at which remediation is required and the recommended remediation plan. Table 1-1, Wetlands etc - Relationship of wetlands to surface water quantity/quality to be maintained or improved. Treatment of storm water prior to being discharged into a wetland must be provided in accordance with City code. Table 1-1, Utilities - Should include cross-reference to the surface water section where the impact of surface water utilities is discussed. Earth: Page 3-9, Paragraph 6 - Location and design of buildings and storm drainage facilities to be based on proposal specific geotechnical investigation. Also, is there really a need to go beyond the UBC to define design standards? Page 3-10 - Add Topography section under "Other Mitigation" and note that improvements which mitigate for cumulative impacts due to topographical changes within the Black River Basin are being developed in the East Side Green River Watershed Plan. Page 3-10 - Add paragraph in Geology/Soils section and note that the Black River Water Quality Management Plan is being developed for the City to outline actions that could be done to reduce cumulative erosion impacts within the Black River Basin. Page 3-10, Paragraph 1 - Maybe include here that the applicant should be encourage to contract the services of a geotechnical consultant, not only to produce the geotechnical investigation and report, but also to review the design as well. The contractor could also be encouraged to use the original geotechnical consultant in the construction phase as well. It is not unusual for the geotechnical consultant to conduct an investigation and prepare a report which is then used/interpreted by others for the design and construction of the project. The objective would be for consistency throughout each phase of a project., i.e., no one is interpreting another's data or recommendations. Page 3-10, Paragraph 4 - This recommendation is nice, but I would not expect the applicant to go beyond current requirements unless there is financial or other incentive to do so. Page 3-10, Paragraph 5 - While the impacts can be mitigated, the cost for a specific alternative mitigation may be prohibitive and could be considered an unavoidable adverse impact for that alternative. 4 , Groundwater: Page 5-3, Paragraph 1 - Temporary dewatering discharge impacts cannot be assessed until a dewatering plan is presented. There may be a significant cost impact as well as time delay if special permits are required depending upon the proposed location of discharge. While stating here that the impacts of dewatering would be insignificant, dewatering is later included as an unavoidable adverse impact. This inconsistency should be corrected. Page 5-3, Paragraph 3 - Chapter 173-218 WAC applies to injection of fluid through wells. Methods of storm water infiltration practices today do not meet this definition. I don't know of any groundwater recharge wells in the City. Also it should be noted that Page IV-5-21 of the February, 1992 DOE stormwater management manual it is stated that DOE "does not encourage diversion of surface water discharges to on-site disposal systems because of the potential for ground water contamination." If detention has less environmental impact than retention then the DEIS should make this clear. See general note 2 above. Surface water must be treated (biofiltration/wet pond) prior to infiltration in order to prevent ground water contamination. Page 5-6 - Add paragraph in "Other Mitigation" section discussing possible mitigation of reduced groundwater recharge due to the project, if infiltration is not used, and cumulative effects of development on recharge. Recommend not leaving this issue open ended, especially if stream base flows are declining over time as noted in Chapter 7. The importance placed upon the maintenance of groundwater elevations for wetland hydration was discussed in the East Side Green River Watershed Plan, with recommendations for construction of flood control channels which mitigate the potential for reducing groundwater elevations. Lowering groundwater elevations, and subsequently base flows, may have significant cumulative impact on wetlands, fish passage, and water quality. Include list of applicable studies/literature on this subject along with a discussion investigating cumulative impact with possible recommendation that additional studies be conducted. Page 5-6 - Add paragraph in "Other Mitigation" section noting that The Black River Water Quality Management Plan has recommended that a study be conducted to assess the cumulative effects of various activities on groundwater quality. List any other known studies currently being conducted. Page 5-6, Paragraph 2 - According to Page 3-2, Paragraph 4, some of the soils on the project site are Woodinville silt loam, which according to City Code does not support infiltration systems. Additional information necessary to determine whether infiltration is an alternative. See also comments to Table 1-1, Groundwater. Page 5-6, Paragraph 5 - This irrigation water source in this paragraph is inconsistent with the source identified on Page 5-3, Paragraph 4. Which is correct? Page 5-6, Paragraph 7 - The impact of loss of infiltration due to increase in impervious surface is included as an unavoidable adverse impact in Chapter 6. This should be noted here as well. Also Chapter 6 includes the inevitable release of nutrients and metals into surface water as an unavoidable adverse impact. Why is there not a similar statement regarding release to the groundwater if the infiltration option may be used? Surface Water Quantity/Quality: Page 6-3, Paragraph 2 - The City requires that biofiltration facilities be provided for actions that create more than 5,000 square feet of new impervious area. However, on-site detention and peak rate runoff control is required not only because the project will construct more than 5,000 square feet, but also because the project does not qualify for any of the exemptions from on-site runoff control listed in the City Code. Page 6-3, Paragraph 3 - According to Appendix C there are three discharge points from the existing site, while only two are proposed from the development. The impacts of downstream impacts due to flooding by diverting more of the site to discharge at the southern outlet (elimination of outlets 2 and 3) should be addressed. City Code requires that discharge be at the natural location. The impacts of modifying the existing discharge locations need to be discussed. Page 6-4, Paragraph 1 - The last sentence should not include the word retention, which is a term for infiltration facilities. The focus of discussion in this paragraph is detention. Recommend inclusion of a reference to Chapter 5, Groundwater, where the discussion of the surface water quantity infiltration (retention) option is discussed. Page 6-8, Paragraph 1 - The text here says that the existing four main outlet points from the site would remain in use, while only two are proposed in the developed condition. This discrepancy needs to be corrected. See comment to Page 6-4, Paragraph 1. This applies to all proposed development alternatives. Page 6-8, Paragraph 2 - If unmitigated, flooding problems in the watershed would increase as development continues within the basin. The East Side Green River Watershed Plan being developed by the City identifies these problems and presents mitigation alternatives (construction of stormwater facilities). The text is incorrect in saying that unrelated development "may" require construction of stormwater facilities. Stormwater facilities will be constructed. Also the project does contribute to the cumulative impact of development within the basin. Page 6-14 - Include in the "Required Mitigation" section that NPDES requirements may also have to be followed. Page 6-14 - Add paragraph in "Other Mitigation, Water Quantity" and note that improvements which mitigate for cumulative impacts of development on the quantity of storm water runoff within the Black River Basin are being developed in the East Side Green River Watershed Plan. Page 6-14 - Include financial participation in the East Side Green River Watershed Plan as one of the "Other Mitigation" listings. Page 6-14, Paragraph 6 - Possibly add other recommendations of the Black River Water Quality Management Plan. Page 6-14, Paragraph 7 - Include reference to Chapter 5, Groundwater, for further discussion of the issue of groundwater recharge and quality. Page 6-14, Paragraph 8 - Note that the Black River Water Quality Management Plan is being developed for the City to outline actions that could be done to reduce cumulative impacts within the Black River Basin. Wetlands, Terrestrial, and Aquatic Resources Page 7-5, Paragraph 1, 3 - The discussion of the existing condition section of Chapter 7 was stated in the introduction on Page 7-1 to be summarized from Appendix D information. However there are areas where new information appears in this section of Chapter 7 that was not in Appendix D. In Appendix D the great blue heron was listed as a candidate species, not a priority species as noted here. Great-horned owls are not mentioned in Appendix D. Page 7-6, Paragraph 1 - See Appendix D, page 10, paragraph 1 comment. Page 7-6, Paragraph 6 - Would like to see data on decrease of base flows to facilitate assessment of the seriousness of the problem. Page 7-12, Paragraph 1 - Discharges must be at the natural location per Code. Page 7-12, Paragraph 5 - Providing a table of comparison would help identify the relationships between the methodologies and the alternatives. More detail should also provided on the requirements of the Corps Section 404 permit regulations and the permit implications on each alternative. Page 7-14, Paragraph 5 - Suggest adding a reference to Chapter 6 where the proposed vault and detention system is discussed. Page 7-14, Paragraph 6 - Heating of the lake during the summer should be noted along with the discussion of heat from asphalt surfaces. Temperature impacts due to heating of the lake water to the downstream system should be assessed. Page 7-15, Paragraph 3 - The decline in base flows should also be mentioned in Chapter 5 where groundwater recharge/base flow is also discussed. Page 7-15, Paragraph 4 - Based on experience with other projects it is possible that the Washington Department of Fisheries may request that the applicant comply with Fisheries storm drainage requirements and/or obtain an HPA permit for the proposed work. This should be confirmed as Fisheries requirement may be more restrictive than the City and may effect when and how work can be performed. Page 7-19, Paragraph 2 - Cumulative impact for Alternative 3 would not be the same as the Proposed Action. The amount of vegetation is less than all other alternatives and probably will be the most discontinuous. Page 7-22, Paragraph 2 - Cumulative impact is similar to the Proposed Action. There should be no greater incremental loss of wetland resources under any action. Page 7-26, Wetlands - Include reference to Chapters 5 and 6 for other required mitigation measures for wetlands. Page 7-27, Add required mitigation section for fish if Fisheries requirements apply. See comment for Page 7-15. Must mitigate for the impact to fisheries resources due to reduction of base flows to the stream. Page 7-28, Wetlands, Fish - Include reference to Chapters 5 and 6 for other water quality mitigation measures which are related to wetland and fish resources. Also add paragraph in "Fish" section noting the proposed fish screen from Page 7-15. Also add mitigations for potential water temperature increases due to development. Appendix D also mentions that operation of the Black River pump station may impede certain fish species migration up Springbrook Creek. This should be noted here. Page 7-29, Paragraph 5 - The impact of loss of infiltration due to increase in impervious surface is included as an unavoidable adverse impact in Chapter 6 and should be included or referenced here. The cumulative effects of development on water quality is noted in Chapter 6 as an unavoidable adverse impact. Water quality effects wetland and fish resources and may have an unavoidable impact on these resources. The Black River Water Quality Management Plan is being developed for the City to outline actions that could be done to reduce water quality and related resource impacts within the Black River Basin. Utilities: Must include reference to Chapter 6 for storm water utility information. Appendix D Comments Page 5, Paragraph 2 - When positive indicators of wetland hydrology are not present, is it standard methodology to assume that wetland hydrology is present based on the presence of positive indicators for soils and vegetation? Page 10, Paragraph 1 - The extent of construction of Springbrook channel related improvements completed by the City of Renton with assistance of the Soil Conservation Service includes the Black River pump station and forebay, channel improvements from the forebay to Grady Way, the 1-405 and Grady Way box culverts, the East Side Retaining Wall between 1-405 and Grady Way, and the 16th Street Bridge. Other channel improvements upstream of Grady Way had also been constructed over the years by individuals and agencies (King County Drainage District No. 1) interested in flood control and stream stabilization. The text is incorrect in reporting that in 1984 the lower 8 miles of Springbrook Creek were channelized. Page 11, Paragraph 2 - Would like to see data on decrease of base flows. Page 18, Paragraph 5 - Limited migration of cutthroat and rainbow trout and steelhead due to management practices of the Black River pump station is noted on page 12 and probably should be noted in this summary. cc: Gregg Zimmerman PEI/Barrett Consulting Group Offices throughout the Western United States and the Pacific Islands 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Civil and Environmental MEMORANDUM Engineers Planners Surveyors To: Ron Straka City of Renton From: Chuck Linders Date: April 1, 1992 Subject: Longacres Park Water Quality Monitoring, Flow Monitoring, and Crest Gauge Monitori N OF V 1CiV ngireering Dept. I have prepared a preliminary report of the data PEI/Barrett has collected at the Longacres Park Project to date. Enclosed is a copy for your use. Attached are copies of the Water Quality Monitoring Laboratory Analysis and Field Testing Reports for Springbrook Creek, Site #3, the North Infield Creek, and the South Marsh, along with a description of the sampling plan. Also enclosed is the data from each of the seven crest gauges placed on and near the site, and the flow record for Springbrook Creek along with a description of the record and the flow monitoring procedures used. The map you requested showing the staff gauge and flow monitoring site locations, a cross-sectional view of Springbrook Creek at the S.E. 16th Street Bridge, and rainfall data are also attached. Please contact me if you would like any additional information. Attach. SVERDRUP.008 �700 PEI/Barrett Consulting Group Offices throughout the Western United States and the Pacific Islands 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Civil and Environmental LONGACRES PARK SITE DEVELOPMENT Engineers Planners SURFACE WATER QUALITY MONITORING PROGRAM Surveyors SAMPLING PLAN June 1991 through March 1992 The surface water monitoring program at Longacres Park consists of investigations at the following locations: SPRINGBROOK CREEK at a location under the S.W. 16th St. bridge. NORTH INFIELD CREEK at the abandoned pump house approximately one hundred feet west of Springbrook Creek. SOUTH INFIELD CREEK (Site #3) at a location immediately east of the practice track. SOUTH WETLAND INLET (Site #7) at the channel inlet to the wetland. SOUTH WETLAND OUTLET (Site #6) at the inlet end of the 48" CMP culvert crossing under the jogging path. Weekly Monitoring Water samples are retrieved from Springbrook Creek and from South Infield Creek (site #3) on a weekly basis and analyzed for Total Suspended Solids and Total Organic Carbon. In addition, in situ measurements of temperature, pH, dissolved oxygen, and conductivity are taken and recorded. Site #3 is equipped with a tipping bucket rain gauge, a data logger, and an automatic composite sampler. Rainfall is measured and recorded by the data logger and reported in hourly and daily totals formats. The data logger is programmed to activate the sampler when rainfall reaches or exceeds 0.10" in any given hour. The sampler is programmed to withdraw a 400 mi. sample from the pool of water at the discharge end of the culvert crossing under the practice track each time this occurs. Beginning on October 28, 1991, whenever two or more samples are obtained, they are mixed, transferred to the appropriate sample bottles provided by the testing laboratory, and delivered to them. When only a single sample has been collected since the last visit to the site, it is discarded, except for those single composite samples collected prior to October 28, 1991, which were analyzed. Storm Event Monitoring Water samples are scheduled to be taken from three separate locations during three major rainfall events in the winter months. The sampling locations are Springbrook Creek, the North Infield Creek, and at the inlet channel leading to the South Wetland (Site #7). Thus far, during the current water year, two storm events have been monitored: one on December 5, 1991 and one on January 29, 1992. In situ measurements of temperature, pH, dissolved oxygen, and conductivity are recorded and water samples for the following laboratory analysis are collected: SVERDRUP.005 RL Biological Oxygen Demand Chemical Oxygen Demand Nitrate + Nitrite as N Total Organic Halogens Total Kjeldahl Nitrogen as N Total Oil and Grease Total Phosphate as P Total Suspended Solids Additional Analysis Samples were collected for Total Organic Carbon and Total Suspended Solids analysis in the fall for a period of three consecutive weeks at the North Infield Creek, Site #6, and at Site #3. On March 23, 1992, in addition to the weekly sampling program outlined above, water samples were collected at Springbrook Creek and at Site #3 for the following analysis: Biological Oxygen Demand Turbidity Chemical Oxygen Demand Fecal Coliform Nitrate + Nitrite as N Lead Total Oil and Grease Zinc Total Phosphate as P Copper The same sampling regime will again be followed on April 6, 1992. Groundwater Monitoring The groundwater monitoring program consists of a single sampling of waters from each of the two upper level aquifers at the site that are generally referred to as the Upper Aquifer (above approximate EL. -1.00) and the Lower Aquifer (below approximate EL. -1.00). The sampling is scheduled to take place on March 23, 1992, and will be comprised of in situ measurements and laboratory analysis for those same water quality parameters as previously mentioned for the storm water event monitoring. Equipment in Use Water Quality Monitor: Martek Mark XVII with borehole sensor Data Logger: OmniData, Inc., Model EL834-GP Rain Gauge: Sierra-Misco Inc., Model 2502 tipping bucket Sampler: ISCO, Inc., Model 3710 composite sampler Testing Laboratory Lauck's Testing Laboratories, Inc., Seattle, Washington SVE RD R UP.005 Longacres Park On-Site Water Quality Monitoring Laboratory Analysis and Field Testing Report Springbrook Creek March 31, 1992 Field Data Lab Analysis Stage Gage Air Temp Water C. Cond. Date Time Reading* (°C) Temp(°C) pH DO(mg/1) (umhos/cm) TOC(mg/1) TSS(mg/1) Comments 06/18/91 N/A N/A 18 15.0 6.97 2.80 350 8.5 10 06/24/91 16:00 3.86 29 17.9 7.10 2.68 335 7.5 13 07/01/91 11:15 3.85 24 19.0 7.16 2.28 374 8.2 18 07/08/91 11:10 3.77 24 16.5 7.49 3.59 319 6.5 13 07/15/91 10:00 3.79 15 16.2 6.63 3.52 364 5.4 14 07/23/91 11:05 3.77 22 16.9 7.26 2.97 343 7.4 15 07/29/91 15:00 3.76 25 20.1 7.26 3.25 389 7.9 11 08/05/91 14:10 3.71 24 19.3 7.00 1.68 404 8.5 12 08/12/91 14:30 3.81 26 19.7 7.25 4.26 61 13.0 11 08/19/91 10:00 3.81 23 18.2 7.45 2.70 57 7.8 12 08/26/91 10:35 3.87 17 14.5 7.14 4.25 271 7.2 7 09/02/91 10:30 3.81 22 18.2 7.32 5.42 212 7.2 7 09/10/91 13:30 3.91 23 15.6 7.14 5.48 290 5.3 8 09/16/91 10:20 4.06 23 13.4 7.19 4.90 322 6.5 9 09/23/91 11:30 4.51 22 14.6 7.16 5.44 3 5.2 4 Suspect C.Cond. 09/30/91 10:00 4.56 20 17.8 6.28 5.20 345 4.7 9 10/07/91 10:20 4.55 15 12.7 7.02 5.76 316 3.7 8 37 days no rain 10/15/91 08:40 4.51 13 11.1 6.93 5.05 344 4.6 8 10/21/91 17:20 4.41 10 12.5 7.06 4.42 347 5.8 6 10/28/91 10:30 4.32 7 8.4 7.25 4.21 272 6.2 11 11/04/91 13:25 4.96 7 8.9 6.99 6.98 159 5.4 18 11/11/91 13:15 5.31 12 11.9 6.68 8.40 129 6.3 42 first flush rain 11/18/91 10:30 4.81 7 9.4 6.69 6.75 156 15.0 9 11/25/91 12:30 4.71 8 10.5 7.20 6.51 134 5.1 14 12/02/91 10:40 3.96 6 8.3 7.18 5.14 287 10.0 15 12/09/91 10:25 4.62 10 8.8 6.75 7.56 139 5.8 28 12/16/91 10:05 3.92 0 4.9 7.07 4.84 307 8.0 19 12/22/91 10:00 4.13 5 7.0 7.10 6.52 230 6.0 8 12/30/91 11:45 4.36 10 8.7 7.12 6.75 272 5.6 17 01/06/92 N/A 4.07 N/A 5.8 7.39 7.51 287 6.7 10 01/14/92 11:40 3.89 7 7.7 7.65 5.14 335 7.9 10 01/20/92 10:20 3.96 4 5.0 7.29 5.91 315 7.0 23 01/27/92 12:00 5.41 9 8.1 7.01 6.98 177 6.7 35 02/02/92 14:30 6.59 10 8.3 6.75 7.32 139 7.5 50 02/10/92 12:00 4.26 9 8.9 6.80 6.00 300 7.9 13 DO&Cond from lab 02/17/92 09:30 4.19 6 8.0 7.24 9.09 346 78.0 19 02/24/92 11:05 4.55 8 9.2 7.41 6.24 176 7.4 8 03/02/92 11:40 4.09 10 9.8 7.51 N/A 327 7.1 18 bad DO reading 03/09/92 12:25 4.01 13 10.3 8.01 5.18 332 6.9 13 03/16/92 10:30 4.25 10 9.6 6.78 6.18 234 *Springbrook Creek water surface elevation= Stage Gage Reading + 0.71 feet Longacres Park On-Site Water Quality Monitoring Laboratory Analysis and Field Testing Report Site #3 March 31, 1992 Field Data Lab Analysis #Samples Stage Gage Air Temp Water Temp C.Cond. Composited Date Time Reading (°C) (°C) pH DO(mg/1) (umhos/cm) TOC(mg/1) TSS(mg/1) Comments 1 06/18/91 10:50 N/A 18 15.9 6.94 0.55 613 20.0 240 init.baseline,no rain 06/24/91 N/A N/A N/A N/A N/A N/A N/A 07/01/91 11:50 N/A 24 20.3 7.31 0.58 542 07/08/91 10:45 N/A 24 17.6 7.62 1.33 448 07/15/91 10:45 6.33 15 16.9 7.04 0.83 467 07/23/91 11:05 6.29 22 18.4 7.23 1.60 468 30.0 1300 Very high TSS 1 07/29/91 15:20 6.25 25 21.8 7.62 3.13 456 08/05/91 14:30 6.25 24 21.2 7.49 0.87 522 1 08/12/91 14:50 6.25 28 20.4 7.70 1.97 74 30.0 32 08/19/91 10:25 6.21 24 19.5 7.74 1.69 70 08/26/91 11:05 6.29 17 15.0 7.38 1.53 326 29.0 100 09/02/91 11:15 6.29 22 18.5 7.89 1.40 332 18.0 84 09/10/91 14:05 6.33 23 16.2 7.64 0.82 489 09/16/91 11:10 6.42 23 13.5 7.30 1.36 327 09/23/91 12:10 6.33 22 14.0 7.23 0.08 13 Suspect C. Cond. 09/30/91 12:45 6 20 18.8 6.43 3.00 392 10/07/91 N/A 6.00 15 10.9 7.45 3.23 358 37 days no rain 10/15/91 09:30 5.92 15 18.4 7.21 2.91 397 1 10/21/91 16:30 5.67 10 11.8 6.81 4.12 342 24.0 20 2 10/28/91 11:15 5.67 7 6.6 7.14 1.08 268 20.0 40 11/04/91 12:50 6.58 7 9.3 6.82 7.05 195 4 11/11/91 13:55 7.10 12 12.8 7.01 10.06 98 10.0 110 first flush rain 11/18/91 11:10 6.42 7 8.7 7.12 6.51 171 11.0 230 2 11/25/91 13:00 6.42 8 10.2 7.21 5.57 185 11.0 95 2 12/02/91 11:25 6.42 6 7.3 7.27 2.77 312 9.6 68 Heavy sedimentation 9 12/09/91 11:10 6.85 10 8.6 7.27 8.61 149 12.0 50 12/16/91 11:00 6.42 0 4.4 7.15 1.62 565 21.0 110 12/22/91 11:00 6.50 5 6.9 7.11 3.85 542 23.0 60 12/30/91 12:30 6.50 10 7.8 7.58 8.79 211 7.4 150 01/06/92 N/A 6.42 N/A 5.3 7.64 4.68 649 01/14/92 12:20 6.42 7 8.3 7.49 2.80 552 01/20/92 10:50 6.42 4 4.1 7.61 3.35 556 2 01/27/92 12:40 7.20 9 8.1 7.42 8.53 108 18.0 120 2 02/02/92 15:15 7.04 10 8.6 6.80 7.99 173 25.0 3600 very high TSS 4 02/10/92 12:30 6.67 9 9.8 7.00 1.50 830 26.0 41 DO&Cond from lab 02/17/92 10:15 6.60 6 8.3 7.17 4.20 779 4 02/24/92 11:50 6.68 8 9.8 7.32 4.58 392 28.0 200 03/02/92 12:20 6.50 10 11.5 7.31 N/A 673 Bad DO reading 03/09/92 13:10 6.50 13 11.4 7.70 2.08 650 4 03/16/92 11:15 6.30 10 9.7 7.27 3.52 463 Lab analyses N/A Longacres Park On-Site Water Quality Monitoring Laboratory Analysis North Infield Creek At Abandoned Pumphouse March 31, 1992 Date Time TOC(mg/1) TSS(mg/1) I Comments 09/30/91 N/A 36.0 911 Very low flow 11/04/91 12:30 13.0 49 11/11/91 14:50 13.0 120 first flush rain 11/18/91 11:40 8.0 73 Longacres Park On-Site Water Quality Monitoring Laboratory Analysis South Marsh Outlet (Site #6) Date Time TOC(mg/1) TSS(mg/1) I Comments 11/11/91 08:30 14.0 9 first flush rain 11/18/91 12:15 14.0 15 11/25/91 17:00 20 4 Longacres Park On-Site Water Quality Monitoring Storm Event Monitoring Laboratory and Field Testing Report March 31, 1992 Field Data Air Temp Water Temp C. Cond. Site Date Time Gage Elev. (°C) (°C) pH DO(mg/1) (umhos/cm) Comments Springbrook 12/05/91 14:50 6.10 9 9.7 7.35 8.9 124 Storm event 1 North Infield Creek 12/05/91 15:40 - 9 10.1 7.06 9.8 47 Storm event 1 South Marsh Inlet 12/05/91 16:25 12.03 9 9.1 6.44 6.3 44 Storm event 1 (Site//7) Springbrook 01/29/92 12:40 6.65 10 10.0 6.90 8.7 84 Storm event 2 North Infield Creek 01/29/92 13:10 - 10 10.0 6.60 ,9.6 71 Storm event 2 South Marsh Inlet 01/29/92 13:30 12.09 10 10.5 6.60 5.1 85 Storm event 2 (Site#7) Lab Analysis Biochemical Chemical Nitrate T-Org Total Total Oil Total Total Total Oxygen Oxygen +Nitrite Halogens Kjeldahl &Grease Organic Phosphate Suspended Demand Demand as N (SW 9020) Nitrogen (413.1) Carbon as P Solids Site Date Time (mg/l) (mg/l) (mg/1) (mg/l) N(mg/1) (mg/1) (mg/l) (mg/1) (1119/1) Comments Springbrook 12/05/91 14:50 10 12 0.15 0.02 0.53 5 5.6 0.33 87 Storm event North Infield Creek 12/05/91 15:40 10 20 0.22 0.11 0.65 5 12 0.38 92 Storm event 1 South Marsh Inlet 12/05/91 16:25 10 16 0.03 0.02 0.50 5 11 0.17 4 Storm event 1 (Site V) Springbrook 01/29/92 13:10 10 24 0.78 0.02 0.66 9 4.8 0.18 67 Storm event North Infield Creek 01/29/92 12:40 10 31 0.31 0.02 0.88 5 7.7 0.26 100 Storm event 2 South Marsh Inlet 01/29/92 13:45 10 34 0.11 0.02 0.71 8 8.8 0.16 3 Storm event 2 (Site#7) A Longacres Park Crest Gauge Monitoring March 31, 1992 Crest Current Ground Gauge Previous W.S. Current Elev. I.D.# Date Crest Elev. Reading W.S.Elev. Gauge Range Elev.Range Gauge Comments #1 05/10/91 9.70 9.12 9.12 9.50-13.50 9.50-13.50 9.01 11/04/91 N/A 9.28 9.28 11/11/91 9.75 9.75 9.75 first flush rain 11/18/91 9.72 9.26 9.26 11/25/91 9.87 9.40 9.40 12/02/91 9.85 9.52 9.52 12/09/91 9.95 9.45 9.45 12/16/91 9.50 9.12 9.12 12/22/91 N/A N/A - 12/30/91 9.32 9.32 9.32 01/06/92 9.80 9.18 9.19 01/14/92 9.48 9.17 9.17 01/20/92 9.85 9.25 9.25 01/27/92 10.04 10.04 10.04 02/02/92 10.74 9.82 9.82 02/10/92 9.65 9.24 9.24 pos.crest ga.mall 02/17/92 9.82 9.30 9.30 02/24/92 9.95 9.22 9.22 03/02/92 9.20 9.20 9.20 03/09/92 9.18 9.18 9.18 03/16/92 9.95 9.30 9.30 #2 05/10/91 9.90 9.63 9.63 9.50-13.50 9.50-13.50 9.21 11/04/91 N/A 9.82 9.82 11/11/91 10.52 10.52 10.52 first flush rain 11/18/91 10.25 9.79 9.79 11/25/91 10.25 9.80 9.80 12/02/91 10.60 9.75 9.75 12/09/91 11.30 10.00 10.00 12/16/91 10.14 9.74 9.74 12/22/91 N/A N/A - 12/30/91 9.80 9.80 9.80 01/06/92 10.38 9.78 9.78 O1/14/92 10.12 9.77 9.77 O1/20/92 10.40 9.75 9.75 01/27/92 10.56 10.56 10.56 02/02/92 11.85 10.26 10.26 02/10/92 12.15 9.80 9.80 02/17/92 10.64 9.90 9.90 02/24/92 10.60 9.80 9.80 03/02/92 9.80 9.80 9.80 03/09/92 9.78 9.78 9.78 03/16/92 10.42 9.78 9.78 #3 05/10/91 6.90 6.30 6.30 7.00-14.00 7.00-14.00 5.50 06/04/91 N/A 6.21 6.21 11/04/91 N/A 6.58 6.58 11/11/91 7.10 7.10 7.10 first flush rain 11/18/91 6.80 6.42 6.42 11/25/91 N/A 6.42 6.42 12/02/91 N/A 6.42 6.42 H O lev.below crest ga. 12/09/91 7.70 6.85 6.85 H.0 lev.below crest ga. Page 1 Crest Current Ground Gauge Previous W.S. Current Elev.@ I.D.# Date Crest Elev. Reading W.S.Elev. Gauge Range Elev.Range Gauge Comments 12/16/91 N/A 6.42 6.42 H2O lev.below crest ga. 12/22/91 N/A 6.50 6.50 H2O lev.below crest ga. 12/30/91 N/A 6.50 6.50 H2O lev.below crest ga. O1/06/92 N/A 6.42 6.42 H2O lev.below crest ga. O1/14/92 N/A 6.42 6.42 H2O lev.below crest ga. O1/20/92 N/A 6.42 .6.42 H2O lev.below crest ga. 01/27/92 7.30 7.20 7.20 02/02/92 9.45 7.04 7.04 02/10/92 N/A 6.67 6.67 02/17/92 7.00 6.60 6.60 02/24/92 7.50 6.68 6.68 03/02/92 6.50 6.50 6.50 pos.crest ga.malf. 03/09/92 N/A 6.50 6.50 03/16/92 N/A 6.30 6.30 #4 05/10/91 7.27 5.25 5.25 5.50-13.50 5.50-13.50 5.49 06/04/91 N/A 5.49 5.49 11/04/91 N/A 6.00 6.00 11/11/91 6.76 6.76 6.76 first flush rain 11/18/91 6.45 5.70 5.70 11/25/91 7.70 5.70 5.70 12/02/91 7.40 too low - 12/09/91 7.06 6.68 6.68 12/16/91 N/A too low - 12/22/91 N/A too low - 12/30/91 N/A too low - 01/06/92 N/A too low - 01/14/92 6.20 4.80 4.80 O1/20/92 N/A 5.20 5.20 01/27/92 N/A N/A - 02/02/92 11.20 7.25 7.25 02/10/92 8.62 5.20 5.20 02/17/92 7.75 6.50 6.50 02/24/92 8.60 5.80 5.80 03/02/92 N/A 5.00 5.00 03/09/92 5.00 5.00 5.00 03/16/92 7.78 5.50 5.50 #5 05/10/91 7.15 5.08 5.08 5.00-13.00 5.00-13.00 4.89 06/04/91 N/A 4.80 4.80 11/04/91 - 5.90 5.90 11/11/91 6.87 6.87 6.87 11/18/91 6.35 5.60 5.60 11/25/91 7.82 too low - 12/02/91 5.00 too low - 12/09/91 7.54 6.59 6.59 12/16/91 6.32 too low - pos.crest ga.malf. 12/22/91 N/A N/A - 12/30/91 N/A too low - 01/06/92 N/A too low - 01/14/92 5.00 5.00 5.00 pos.crest ga.malf. 01/20/92 N/A 5.00 5.00 01/27/92 N/A N/A - 02/02/92 10.20 7.18 7.18 02/10/92 7.22 5.30 5.30 02/17/92 6.42 5.50 5.50 Page 2 Crest Current Ground Gauge Previous W.S. Current Elev.@ I.D.# Date Crest Elev. Reading W.S. Elev. Gauge Range Elev.Range Gauge Comments 02/24/92 7.88 5.72 5.72 03/02/92 N/A 5.00 5.00 03/09/92 5.00 5.00 5.00 03/16/92 6.20 7.75 7.75 #6 05/10/91 11.25 1.14 11.14 0.60-4.60 10.60-14.60 10.30 06/04/91 11.18 0.94 10.94 11/04/91 N/A dry - 11/11/91 11.10 0.85 10.85 first flush rain 11/18/91 11.10 0.80 10.80 11/25/91 11.45 1.00 11.00 12/02/91 11.25 0.92 10.92 12/09/91 11.31 1.19 11.19 12/16/91 11.18 1.00 11.00 12/22/91 N/A N/A - 12/30/91 11.00 1.00 11.00 01/06/92 11.32 1.22 11.22 01/14/92 11.32 1.14 11.14 01/20/92 11.32 1.14 11.14 01/27/92 N/A N/A - 02/02/92 12.25 2.10 12.10 02/10/92 12.04 1.52 11.52 02/17/92 11.56 1.46 11.46 02/24/92 12.12 1.70 11.70 03/02/92 11.68 1.45 11.45 03/09/92 11.48 1.48 1.48 03/16/92 11.62 1.62 1.62 #7 05/10/91 12.15 1.83 11.83 1.00-5.00 11.00-15.00 10.72 06/04/91 12.02 2.02 12.02 11/04/91 N/A dry - 11/11/91 N/A dry - first flush rain 11/18/91 N/A dry - 11/25/91 11.80 1.60 11.60 12/02/92 12.01 dry - 12/09/92 12.09 1.79 11.79 12/16/92 12.00 1.15 11.15 12/22/92 N/A N/A - 12/30/92 11.34 1.34 11.34 01/06192 12.00 1.64 11.64 01/14/92 12.00 1.45 11.45 01/20/92 11.98 1.56 11.56 01/27/92 N/A N/A - 02/02/92 12.70 2.50 12.50 02/10/92 12.48 2.16 12.16 02/17/92 12.32 2.20 12.20 02/24/92 11.52 1.40 11.40 pos.crest ga.mall 03/02/92 11.40 1.20 11.20 pos.crest ga.mall Page 3 PEI/Barrett Consulting Group Offices throughout the Western United States and the Pacific Islands 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Civil and Environmental LONGACRES PARK SITE DEVELOPMENT Engineers Planners SPRINGBROOK CREEK Surveyors STREAMFLOW MONITORING July 1991 through March 1992 A flow monitoring station was installed in June 1991 at Springbrook Creek underneath the bridge at S.E. 16th Street. The monitoring station consists of a submerged sensor which measures water depth and velocity utilizing a pressure transducer and an electromagnetic current meter housed in a single sensor body, a data recorder, software, and a staff gage. The sensing and recording equipment is a Model 260A Flo-Tote manufactured by Marsh- McBurney, Inc. Also installed at the site is a redundant water level measuring system manufactured by Omnidata, Inc., which includes a Model 834-EL EZLogger data logger and an Instrumentation Northwest, Model PS9001 submerged pressure transducer. The Flo-Tote system records continuous water level and velocity readings and applies that data to previously input data regarding the physical geometry of the channel and the velocity profile characteristics of the site. Flow is then calculated using the continuity equation Q = VA, where Q = Flow, V = Mean Velocity, and A = the wetted cross sectional area of the stream. Flow data is recorded by the Marsh-McBurney recorder in 15-minute intervals and can be reported in averages from 15 minutes to 24 hours. The redundant level measuring system senses only water levels and also records the data at 15-minute intervals. The purpose of this system is simply to act as a backup in case of Flo-Tote equipment failure. Springbrook Creek Stream Flow Data For the period between July 1991 and February 1992: The highest measured flow was 275 MGD (425 CFS) recorded on January 29, 1992. The lowest measured flow was approximately 2 MGD (3 CFS) and occurred on numerous occasions during the months of August through October 1991. Attached is a copy of the flow record compiled for Springbrook Creek. A statistical analysis of the data has not been performed; however, following general assessment rating descriptions of excellent, good, fair, and poor, the overall rating of the flow record might be rated as "fair." For example, for the entire record period approximately 80 percent of the continuously recorded data is most likely within 15 percent of the actual flow values. The flow measuring equipment was maintained and in calibrated condition throughout the period of record and the flows recorded when no sensor fouling was taking place might be rated as "good." Periods of data with "excellent" data reliability are immediately followed by periods of data with "poor" reliability. This is primarily due to fouling of the submerged sensor that was experienced at this site. Depending on the time of year and the flow stage of the stream, Springbrook Creek transports quite a bit of woody debris and grasses. This debris tends to become collected on the sensor and its mounting bracket. This produces a SVERDRUP.006 t, 4 EF shielding effect on the velocity sensor and causes the water passing over the sensor body to be nonrepresentative of actual stream velocity. Occasionally, debris will shield the sensor and create turbulence in the flow above it in such a manner that velocity readings become very low such as occurred on December 14, 1991, or conversely, very high velocities can be induced, which occurred on September 1, 1991. Turbulence can also induce negative velocities, producing negative flows such as occurred on November 18 and 29, 1991. In addition to catching debris on the sensor, we experienced vigorous algae growth on the sensor body throughout the period of the flow study. This algae growth has the effect of screening the electromagnetic pulses produced and received back by the velocity sensor, producing readings lower than actual values. This necessitated that the sensor be manually cleaned several times per week. Because of inaccessibility due to high water levels, this was not always possible. Eight days was the maximum length of time between site visits and sensor cleaning while the average time between cleaning was about three days. The periods for which recorded flow readings were adversely affected by either equipment malfunction, debris, or algae growth are listed below in Table 1. TABLE I Dates of Incomplete Data Cause July 21 - 23, 1991 Intermittent software malfunction July 26 - 28, 1991 during very low flow August 1 - 2, 1991 August 6 - 8, 1991 August 11 - 13, 1991 August 19 - 21, 1991 August 24 - 26, 1991 August 30 - Sept. 1, 1991 Debris September 14 - 15, 1991 Algae growth September 18 - 22, 1991 Algae growth November 6 - 12, 1991 Intermittent debris and algae November 18 - 20, 1991 Debris November 22 -23, 1991 Debris November 26 - Dec. 2, 1991 Debris December 12 - 15, 1991 Debris January 17 - 19, 1992 Debris January 25, 1992 Debris January 27 - 28, 1992 Debris March 15, 1992 Debris The stream has been manually profiled six times to date since flow recording began in July 1991. The profiling is performed by measuring stream velocities using a Swoffer Instruments, Inc., Model 2100 current meter. The mean velocity of each flow segment is derived using the six-tenths method. The results are shown in Table II and compared to the corresponding flow record. .SVERDRUP.006 1. Y TABLE II Profiled Flow Flow Record Date (CFS) (CFS) September 30, 1991 7.9 7.5 December 8, 1991 27.7 21.0 December 19, 1991 34.0 26.0 " January 24, 1992 68.2 58.5 January 29, 1992 319 305 January 30, 1992 300 297 February 11, 1992 26.5 128.5 The flow record is shown graphically and is presented in two-hour averages. Attached to each hydrograph are two additional graphs representing, respectively, the averaged level and velocity readings for the same time period. Review of the relationship between depth and velocity readings can be a means of determining the probable accuracy of the calculated flow. For example, if the water level is shown as staying at a constant stage or even raising in depth while the velocity readings are decreasing in value, then it is possible that the sensor has been fouled with debris, coated with algae growth, or perhaps the effects of backwater and channel storage from the downstream pump station are being encountered. Further investigation would be warranted. Conversely, if the rise and fall of the level and velocity values parallel each other fairly closely, then there is a higher probability that an accurate representation of actual flow is being presented. At this time, the effects of backwater at the monitoring site from the King County Black River Pump Station located downstream are not clearly known and are currently being investigated. SVERDRUP.006 - FLO LEU UEL 2 HOUR AUERAGES MGD in . FPS 40. 35 . 2 . 0 FLOW LEVEL— UELOCITY— EE 32 . 28 . 1 . 6 24. 21 . 1 . 2 16 . 14. 0. 8 S . 7 . 0. 4 0. 0. 07/18 07/25 03/01 08/08 08/15 08/22 07/18/91 08/22/91 A51010 LONGACRES—PARE— SITE—#8—@—S . E. -16TH— ST . —BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 40. 35 . 2 . FLOW LEV ELF- VELOCITY- 0 32 . 28 . 1 . 6 I 24. 21 . 1 . 2 16 . 14. 0. 8 _ 8 . 7 . 0. 4 0. 0. 0. 0 07/18 07/25 08/01 08/08 08/15 08/22 07/18/91 - 08/22/91 A51010 LOMGACRES-PARK S I T E_#8_C+_S . E. _16TH_ ST . _BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 40. 35 . 2 . 0 FLOW LEVEL ' V ELOCI Tr 32 . 28 . 1 . 6 24. 21 . 1 . 2 16 . 14. 0. 8 li N4 rf, 'Ik11 FI II h r � i r 1 0. 0. 0. 0 07/18 07/25 08/01 08/08 08/15 08/22 07/18/91 - 08/22/91 A51010 LONGACRES_PAR}C SITE_#8_@_S . E. _16TH_ ST . _BRIDGE FLO LEV UEL 2 HOUR AVERAGES MGD in . FPS FLOW LEVEL— VELOCITY 150. 35 . 25 . 120. 28 . 20. 90. 21 . 15 . 60. 14 . 10. Al 30. 7 . 5 . 0. 0. 0. 08/16 08/23 08/30 09/06 08/16/91 09/06/91 A51010 LONGACRES—PARE SITE—#8—@—S . E. -16TH— ST . —BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD in . FPS 150. 35 . 25 . FLOW fLE E VELOCITY 120. 28 . 20. 90. 21 . 15 . 60. 14. 10. 30. 7 . 5 . 08/16 08/23 08/30 09/06 08/16/91 - 09/06/91 A51010 LONGACRES_PARK S I T E_#8_@_S . E. _16TH_ ST . _BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD i n . FPS FLOW LEVEL CVELOCITY; 150. 35 . 25 . 120. 28 . 20. 90. 21 . 15 . 60. 14. 10. I 30. 7 . 5 . 08/16 08/23 08/30 09/06 08/16/91 - 09/06/91 A51010 LONGACRES_PARK S I T E_#8_@_S . E. _16TH_ ST . _BRIDGE i 11: "d prrar ID In ISI U11 on to cc.5 Ixwir CID 'WOO Ixurl I:rj rA r W D prxrl 17 Iirxrl 01 :d r,01 C'll Irrrrw CD C11 In hall I Ali TP Al U'll FLO LEU UEL 2 HOUR AVERAGES MGD in . FPS 40. 35 . 1 . 0 (FLOW ' LEVEL— UELOCTTY— el f. 24. 21 . 0. 6 16 . 14. 0. 4 8 . 7 . 0. 2 d 0. 0. 0. 0 09/30 10/07 10/14 10/21 10/28 09/30/91 — 10/28/91 A51010 LONGACRES—PARE SPRINGBROOX—CREEE— 16TH—ST . —BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD in . FPS _ 40• 35 . 1 . 0 FLOW L EL, VELOCITY 32 . 28 . 0. 8 24. 21 . 0. 6 16 . 14. 0. 4 8 . 7 . 0. 2 0. 0. 0. 0 09/30 10/07 10/14 10/21 10/28 09/30/91 - 10/28/91 A51010 L4MGACRES_PARE SPRIMGBROOK_CREEK 16TH_ST . _BRIDGE FLO LEV V EL 2 HOUR OVERAGES MGD in . FPS 40. 35 . 1 . 0 FLOW LEVEL VELOCITY 32 . 28 . 0. 8 24. 21 . 0. 6 16 . 14. 0. 4 I 8 . 7 . 0. 2 4 i 1 1 oS 4 Iti r5 t i�ti 0. 0. 0. 0 09/30 10/07 10/14 10/21 10/28 09/30/91 - 10/28/91 A51010 LONGACRES_PARE SPRI NGBROO}4_CREEE 16TH_ST . _BRIDGE FLO LEU UEL 2 HOUR AVERAGES MGD in . FPS 80. 50. 2 . 0 FLOW LEUEL— UELOCITY 64. 40. 1 . 6 48 . 30. 1 . 2 \ \ . 32 . 20. 0. 8 16 . 10. 0. 4 �_ \ ` . / \ ( � � � ! | . | � � � � � � � 1-k = %� � ,/ | i \ ) 0. 0. -0. 0 -16 . -10. -0. 4 10/23 10/30 11/06 11/13 11/20 11/27 10/23/91 11/27/91 A51010 LONGACRES--PARE SPRINGBROOE-CREED— 16TH-ST . -BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 80. 50. 2 . 0 FLOW LEVEL VELOCITY 64. 40. 1 . 6 48 . 30. 1 . 2 4 32 . 20. 0. 8 16 . 10. 0. 4 0. 0. -0. 0 -16 . -10. -0. 4 10/23 10/30 11/06 11/13 11/20 11/27 10/23/91 - 11/27/91 A51010 LONGACRES_PARE SPRI NGBROOK_CREEK 16TH_ST . —BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD i n . FPS -• $�. �. 2 . 0 FLOW LEVEL VELOCITY 64. 40. 1 . 6 48 . 30. 1 . 2 32 . 20. 0. 8 I 16 . 10. 0. 4 i 0• 0. -0. 0 -16 . -10. -0. 4 10/23 10/30 11/06 11/13 11/20 11/27 10/23/91 - 11/27/91 A51010 LONGACRES_PARK SPRINGBROOK_CREE}C 16TH_ST . _BRIDGE FLO LEU UEL 2 HOUR AVERAGES MGD in . FPS 100. 60. 2 . 0 FLOW LEVEL— VELOCITY 80. 48 . 1 . 6 ii 60. 36 . 1 . 2 40. 24. 0. 8 20. 12 . 0. 4 jj At 0. 0. -20. -12 . -0. 4 11/20 11/27 12/04 12/11 12/18 12/25 11/20/91 12/25/91 A51010 LONGACRES—PARE— SPRINGBROOH—CREEE— 16TH—ST . —BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 100. 60. 2 . � FLOW LEVEL VELOCITY 80. 48 . 1 . 6 60. 36 . 1 . 2 40. 24. 0. 8 20. 12 . 0. 4 0. 0. -0. 0 -20. -12 . -0. 4 11/20 11/27 12/04 12/11 12/18 12/25 11/20/91 - 12/25/91 A51010 LONGACRES_PARE SPRIMGBROO}C_CREEK 16TH_ST . BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD i n . FPS FLOW LEVEL VELOCITY ) 100. 60. 2 . 0 80. 48 . 1 . 6 60. 86 . 1 . 2 40. 24. 0. 8 20. 12 . 0. 4 I'y y yI h, it O yrv�� �44 Y -20. -12 . -0. 4 11/20 11/27 12/04 12/11 12/18 12/25 11/20/91 - 12/25/91 A51010 LONGACRES--PARK SFRINGBROOK_CREEK 16TH_ST . —BRIDGE FLO LEV UEL 2 HOUR AVERAGES MGD in . FPS 150. 40. 2 . 5 (-,]FLOW LEUEL— VELOCITY 120. 32 . 2 . 0 90. 24. 1 . 5 60. 16 . 1 . 0 30. 8 . 0. 5 0. 0. 0. 0T- T--r- 12/19 12/26 01/02 01/,09, 01/16 12/19/91 - 01/16/92 A51010 LONGACRES—PARE SPRINGBROOE—CREEX_ 16TH—ST . _BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 150. 40. 2 . 5 FLOW LEVEL VELOCITY 120. 32 . 2 . 0 90. 24. 1 . 5 60. 16 . 1 . 0 30. 8 . 0. 5 0. 0. 0. 0 12/19 12/26 01/02 01/09 01/16 12/19/91 - 01/16/92 A51010 LONGACRES—PARE SPRINGBROO}C_CREEK 16TH_ST . _BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD i n . FPS 150. 40. 2 . 5 FLOW LEVEL VELOCITY 120. 32 . 2 . 0 90. 24. 1 . 5 60. 16 . 1 . 0 30. 8 . 0. 5 0. 0. 0. 0 12/19 12/26 01/02 01/09 01/16 12/19/91 - 01/16/92 A51010 LONGACRES—PARE SPRI NGBROOK_CREEE 16TH_ST . —BRIDGE 1 I FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 150. 50. 3 . 5 FLOW LEVEL V ELOCI TY 120. 40. 2 . 8 =` it E >. f f t 't F i 1 €1} 1 90. 30. 2 . 1 1 ' t it 60. 20. 1 . 4 � I E E I 30. 10. 0. 7 �[ if E, o-, 01/16 01/18 01/20 01/22 01/24 01/15 01/17 01/19 01/21 01/23 01/14/92 - 01/24/92 A51010 LONGACRES_PARK SPRINGBROOK_CREEK 16TH_ST . —BRIDGE FLO LEU UEL 2 HOUR AVERAGES MGD in . FPS 150. �_ 3 . 5 FLOW EUEL , UELOCITY 120. 40. 2 . 8 90. 30. 2 . 1 60. 20. 1 . 4 -------------- 30. 10. 0. 7 0. 0. 0. 0 01/14 01/16 01/18 01/20 01/22 01/24 01/15 01/17 01/19 01/21 01/23 01/14/92 - 01/24/92 A51010 LONGACRES_PARK SPRINGBROOK_CREEK 16TH_ST . —BRIDGE 1 FLU LEV V EL 2 HOUR AVERAGES MGD in . FPS 150. 0. 3 . 5 FLOW LEVEL VELOCITY 120. 40. 2 . 8 ti 90. 30. 2 . 1 60. 20. 1 . 4 JfI 1�L lff ^Z 30. 10. 0. 7 f�fti_�FL- 0. 0. 0. 0 01/14 01/16 01/18 01/20 01/22 01/24 01/15 01/17 01/19 01/21 01/23 01/14/92 - 01/24/92 A51010 LONGACRES_PARK SPRINGBROOIt_CREE}{ 16TH_ST . BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD in . FPS 250. 75 . 3 . 5 - FLOW~-,�— LEVEL— VELOCITY 200. 60. 2 . 8 - fi 150. 45 . 2 . 1 1 f i u 100. 30. 1 . 4 50. 15 . 0. 7 I -50. -15 . -0. 7 01/24 01/31 02/07 02/14 01/24/92 02/14/92 A51010 LONGACRES-PARE SPRINGBROOE-CREEE 16TH-ST . -BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD in . FPS FLOW LEVEL VELOCITY 250. 75 . 3 . 5 200. 60. 2 . 8 150. 45 . 2 . 1 100. 30. 1 . 4 v 50. 15 . 0. 7 0. 0. 0. 0 -50. -15 . -0. 7 01/24 01/31 02/07 02/14 01/24/92 - 02/14/92 A51010 LONGACRES—PARE SPRINGBROOK_CREEK 16TH_ST . _BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD i n . FPS - — 250. 75 . 3 . FLOW LEVEL V ELOCI TT 200. 60. 2 . 8 150. 45 . 2 . 1 i 100. 30. 1 . 4 50. 15 . 0. 7 0. 0. 0. 0 i -50. -15 . -0. 7 01/24 01/31 02/07 02/14 01/24/92 - 02/14/92 A51010 LONGACRES_PARK SPRI NGBROO}C_CREE}S 16TH_ST . _BRIDGE FLO LEU UEL 2 HOUR AUERAGES MGD in . FPS 150. 50. 3 . 5 FLOW- LEUEL— UELOCITY- 120. 40. 2 . 8 �| �� ��� 90. 30. 2 . 1 | ! || . (� { 60. 20. 1 . 4 30. 10. 0. 7 .. ........ 0. 0. 0. @ -30. -110. -0. 7 r-7 02/11 02/18 02/25 03/03 03/10 03/17 03/24 02/11/92 - 03/24/92 A51010 LONGACRES—PARH SPRINGBROOH—CREED— 16TH—ST . —BRIDGE FLO LEV VEL 2 HOUR AVERAGES MGD in . FPS 150. 50. 3 . 5 FLOW LEVEL , VELOCITY 120. 40. 2 . 8 90. 30. 2 . 1 60. 20. 1 . 4 30. 10. 0. 7 0. 0. 0. 0 -30. -10. -0. 7 02/11 02/18 02/25 03/03 03/10 03/17 03/24 02/11/92 - 03/24/92 A51010 LONGACRES_PARK SPRINGBROOK_CREEK 16TH_ST . _BRIDGE FLO LEV V EL 2 HOUR AVERAGES MGD in . FPS 150. 50. 3 . 5 FLOW LEVEL VELOCITY 120. 40. 2 . 8 M 90. 30. 2 . 1 h � 60. 20. 1 . 4 30. 10. 0. 7 ' ,ti�yti 0. 0. 0. 0 -30. -10. -0. 7 02/11 02/18 02/25 03/03 03/10 03/17 03/24 02/11/92 - 03/24/92 A51010 LONCACRES_PAR}{ SPRI NGBROOE—CREEM 16TH_ST . _BRIDGE t LONGACRES PARK JUNE 1991 DAILY PRECIPITATION 1 0.9 0.8 0.7 0.6 w = 0.5 U z 0.4 0.3 0.2 0.1 0 06/15 06/22 MISSING DATA 6/24-7/01 DATE LO N GAC R ES PARK JULY 1991 DAILY PRECIPITATION TOTALS 1 .00 0.90 0.80 0.70 0.60 V) w =U 0.50 Z 0.40 0.30 0.20 0.10 0.00 07/01/91 07/08/91 07/19/91 07/26/91 DATE L0 N GAC R ES PARK AUG. 1991 DAILY PRECIPITATION TOTALS 1 .00 0.90 0.80 0.70 0.60 w = 0.50 U Z 0.40 0.30 0.20 0.10 0.00 08/02/91 08/09/91 MISSING DATA 08/21/91 08/28/91 DATE LONGACRES PARK SEPT. 1991 DAILY PRECIPITATION TOTALS 1 .00 0.90 0.80 0.70 0.60 � V) TH Li z O RAIN RECO U 0.50 z 0.40 0.30 0.20 0.10 0.00 09/02/91 09/08/92 09/15/92 09/23/92 MISSING DATA DATE LONGACRES PARK OCTOBER 1991 DAILY PRECIPITATION TOTALS 1 .00 0.90 0.80 0.70 0.60 w = 0.50 U z 0.40 0.30 0.20 0.10 0.00 10/02/92 10/09/92 10/16/92 10/23/92 10/30/92 DATE LONGACRES PARK NOVEMBER 1991 DAILY PRECIPATION TOTALS 1 0.9 0.8 0.7 0.6 cn w = 0.5 U Z 0.4 0.3 0.2 0.1 0 41 11/01 11/08 11/15 11 /23 11 /30 DATE LONGACRES PARK DECEMBER 1991 DAILY PRECIPATION TOTALS 1 .4 1 .3 1 .2 1 .1 1 0.9 0.8 w =U 0.7 Z_ 0.6 0.5 0.4 0.3 0.2 0.1 KA 0 -H- i Jj- 771mq� 12/01 12/08 12/15 12/22 12/29 DATE LONGACRES PARK JANUARY 1992 DAILY PRICIPITATION TOTALS 1 .6 1 .5 1 .4 1 .3 1 .2 1 .1 1 w 0.9 = U 0.8 Z_ 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 01/01 01/08 01/15 01/22 01 /29 DATE LONGACRES PARK FEBRUARY 1992 DAILY PRECIPITATION TOTAL 1 0.9 0.8 0.7 0.6 cn w = 0.5 U Z 0.4 0.3 0.2 0.1 0 02/01 02/08 02/15 02/22 02/29 DATE Lr'N1GACFES PACK MARCH 1992 PRECIPITATION TOTALS 1 0.9 0.8 0.7 0.6 w = U 0.5 z 0.4 0.3 0.2 0.1 0 03/01 03/08 03/15 03/22 03/29 DATE (I) 07 Q Q LLJ w ry � U) V) I— Z Z 16 � �' 16 14 w M 14 o Q w 12 O w 0 12 w 0 m F- c� 10 w �l 10 X Q 8 L'- � w 8 CE ado o Q 6 6 4 N r 4 co N N W O N 2 Kj N) 2 00 O N t0 re) N N N N N N 0 0 0+00 0+10 0+20 0+30 0+40 0+50 0+60 SPRINGBROOK CREEK CROSSECTION ® STAFF GAGE LOCATED BELOW S.W. 16TH ST. BRIDGE SCALE: H: 1/4"=1'-0" V. 1/4"=1)—O" NOTE: DATUM EVALUATION = STREAM STAGE PLUS 0.714 FEET. Longacres Park Site Development JOB No:S95MOI Er ,o favW SPRINGBROOK CREEK Figure FLOW MEASUREMENT xx WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station #3-36"CMP Practice Track Outfall @ East Property Line SAMPLE ilYATER ClUALITYTEST . SATE H24 Tern ...;. H B ?d. ... .Q. . ... 3 ..... ...GC4ND N T-UH 'Tk(N fl&a TQf ....>'»> !`<`; 't'SS ' P.::.. P 6/18/91 15.9, 6.94 0.55 613 20.0 240 7/1/911 20.3 7.31 0.58 542 8.2 7/8/91 17.6 7.62 1.33 448 7/15/91 16.9, 7.04 0.83 467 7/23/91 18.4 7.23 1.60 468 30.0 1300 7/29/91 21.8 7.62 3.13 456 8/5/91 21.2 7.49 0.87 522 8/12/91 20.4 7.70 1.97 74 30.0 32 8/19/91 19.5 7.74 1.69 70 8/26/91 15.0 7.38 1.53 326 29.0 100 9/2/91 18.5 7.89 1.40 332 18.0 84 9/10/91 16.2 7.64 0.82 489 9/16/91 13.5 7.30 1.36 327 9/23/91 14.0 7.23 0.08 13 9/30/91 18.8 6.43 3.00 392 10/7/911 10.9 7.45 3.23 358 10/15/91 18.4 7.21 2.91 397 10/21/91 11.8 6.81 4.12 342 24.0 20 10/28/91 6.6 7.14 1.08 268 20.0 40 11/4/91 9.3 6.82 7.05 195 11/11/91 12.8 7.01 10.06 98 10.0 110 11/18/91 8.7 7.12 6.51 171 11.0 230 11/25/91 10.21 7.21 5.57 185 11.0 95 12/2/91 7.3 7.27 2.77 312 9.6 68 12/6/91 5.3 7.641 4.681 649 12/9/91 8.6 7.27 8.61 149 12.0 50 12/16/91 4.4 7.15 1.62 565 21.0 110 12/22/91 6.9 7.11 3.85 542 23.0 60 12/30/91 7.8 7.58 8.79 211 7.4 150 1/6/92 5.3 7.64 4.68 649 1/14/92 8.3 7.49 2.80 552 1/20/92 4.1 7.61 3.35 556 1/27/92 8.1 7.42 8.53 108 18.0 120 1/29/92 13.0 270 2/2/92 8.6 6.80 7.99 123 25.0 3600 2/10/92 9.8 7.00 1.5 830 26.0 41 2/17/921 8.3 7.17 1 4.20 779 Sverdrup Corporation Page 1 5/2/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station #3-36"CMP Practice Track Outfail @ East Property Line . SAMPLE WATER;QUA..... TEST DATE H2L3Temp PHQD C01�; D BOND T UH TAN &Q T©C TSS (D) 11 tm9l1X (' '/ ( 1�} (m9%�} (mSl�) { 9/�l <►��1�}>..�� Im�AJI) 2/24/92 9.8 7.32 4.58 392 28.0 200 3/2/92 11.5 7.31 673 3/9/92 11.4 7.70 2.08 650 3/16/92 9.7 7.27 3.52 463 28.0 1200 3/23/92 13.4 8.16 3.12 510 3/30/92 14.0 7.56 3.31 464 4/6/92 12.8 7.49 44 120 4.46 478 0.40 3.5 37 1.8 170 4/13/92 13.6 8.07 4.06 4/20/921 14 6.5 1001 1 121 560 AVG 12.41 7.331 44.01 120.01 3.481 3931 0.401 3.5 19.61 1.81 385 Sverdrup Corporation Page 2 5/2/92 WATROUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#6-48"CMP Southeast Wetlands Outlet,West End of Culvert ,: SAMPLE WATER;ClUAt�IT.TE;aT . _ _ _ .. DATE H2QTernp pH. BQt3 : SOD D+D; C3ND N T tH SIN t1&� T© # TSS C�) : m�ll)Ff �/�) Imgl�3t � a) ll) { Ialll, C�DII ) iI; 11/11/91 14.0 9 11/18/91 14.0 15 11/25/91 1 20.01 1 4 AVG 1 16.0 9 LOCATION: Station#7-inlet Channel to Southeast Wetlands @ South Property Line SAMPLE 'WATER;QUALITY TEST T3ATE H2O Temp pH SOD COIF t30 O+UND N T::: TIN O&G TAD :::<< �?`'` TS. t�}., tm�11} tt�/�< t►ns3l tums/cml<.tmf! : � � .... i # m9 � ;.. 12/5/91 9.1 6.44 10 16 6.3 44 0.031 0.02 0.50 5 11.0 0.17 4 1/29/921 10.51 6.60 101 34 5.1 85 0.111 0.02 0.71 8 8.8 0.16 3 AVG 1 9.81 6.521 10.01 251 5.71 651 0.071 0.021 0.611 6.5 101 0.171 4 LOCATION: Pumphouse Station-East Barn Area (N 72,600 E 54,075) SAMPI" :.. WATER;OU..... TEST ..... DATE H2C Temp pH BOD COQ Da CND . l T»4H TIfN &G T�DG TSB c) �m9/►} fMOIJ {rn lF9 Cams{cm tmi�11}i m Il t ll) g ): molly 9/30/91 36.0 91 11/4/911 13.0 49 11/11/91 13.0 120 11/18/91 8.0 73 12/5/91 10.1 7.061 10.0 20 9.8 47 0.22 0.11 0.65 5 12.0 0.38 92 1/29/92 10.0 6.60 10.0 31 9.6 71 0.31 0.02 0.88 5 7.7 0.26 100 AVG 10.1 6.83 10.0I 26 9.70 59 0.27 0.07 0.77 5.0 15.0 0.32 88 Sverdrup Corporation Page 3 5/2/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Springbrook Creek Station @ SW 16th Street Bridge .................... SAMPLE:::;.... »>;:.:...> ;_...... itl]ATE ,OU . :><::::::::::::::>::::>:::<:>::>;:>:<::<::::. ::»>>:>: - H TKN < I2C)Terra ........H..... ..Ht17 CQD< O>;;;:.:;.;CGt.:::::::..::::::::.:., .::::;.::;.:.;:.;;:; >::<.;;:::::..:::::::::::..: t� I .:.:::::..:..::.::. ,m .>.rn ;:: : ur, .cm.:.m :.::. I m m : : :. :> m 'Il 6/18/91 15.0 6.97 2.80 350 8.5 10 6/24/911 17.9', 7.10 2.68 335 7.5 13 7/1/91 19.0 7.16 2.28 374 8.2 18 7/8/91 16.5 7.49 3.59 319 6.5 13 7/15/91 16.2; 6.63 3.52 364 5.4 14 7/23/91 16.9 7.26 2.97 343 7.4 15 7/29/91 20.1 7.26 3.25 389 7.9 13 8/5/91 19.3 7.00 1.68 404 8.5 12 8/12/91 19.7 7.25 4.26 61 13.0 11 8/19/91 18.2 7.45 2.70 57 7.8 12 8/26/91 14.5 7.14 4.25 271 7.2 7 9/2/91 18.2 7.32 5.42 212 7.2 7 9/10/91 15.6 7.14 5.48 290 5.3 8 9/16/91 13.4 7.19 4.90 322 6.5 9 9/23/91 14.6 7.16 5.44 3 5.2 4 9/30/91 17.8 6.28 5.20 345 4.7 9 10/7/91 12.7 7.02 5.76 316 3.7 8 10/15/91 11.1 6.93 5.05 344 4.6 8 10/21/91 12.5 7.06 4.42 347 5.8 6 10/28/91 8.4 7.25 4.21 272 6.2 11 11/4/91 8.9 6.99 6.98 159 5.4 18 11/11/91 11.9 6.68 8.40 129 6.3 42 11/18/91 9.4 6.69 6.75 156 15.0 9 11/25/91 10.5 7.20 6.51 134 5.1 14 12/2/91 8.3 7.18 5.14 287 10.0 15 12/5/91 9.7 7.35 10 12 8.9 124 0.15 0.02 0.53 5 5.6 0.33 87 12/6/91 5.8 7.39 7.511 287 12/9/91 8.8 6.75 7.56 139 5.8 28 12/16/91 . 4.9 7.07 4.84 307 8.0 19 12/22/91 7.0 7.10 6.52 230 6.0 8 12/30/91 8.7 7.121 6.75 272 5.6 17 1/6/92 5.8 7.39 7.51 287 6.7 10 1/14/92 7.7 7.65 5.141 335 7.9 10 1/20/92 5.0 7.29 5.911 315 7.0 23 1/27/92 8.1 7.01 6.98 177 6.7 35 1/29/92 10.0 6.90 10 24 8.7 84 0.78 0.02 0.66 9 4.8 0.18 67 2/2/92 8.3. 6.75 7.32 139 7.5 50 Sverdrup Corporation Page 1 5/2/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Springbrook Creek Station @ SW 16th Street Bridge SAMPLE NtATER QUAL TYT�ST DA7� H2O Temp pH HOD COt]. DQ CaNQ . .. T f3H 7KN C)&G TOE.. TSS tm>�Il} + A �ml�A f�l� 1) �m���l � �►) 2/10/92 8.9 6.80 6.001 300 7.9 13 2/17/92 8.0 7.24 9.091 346 78.0 19 2/24/92 9.2 7.41 6.24 176 7.4 8 3/2/92 9.8 7.51 327 7.1 18 3/9/92 10.3 8.01 5.18 332 6.9 13 3/16/92 9.6 6.78 6.18 234 9.1 14 3/23/921 11.8 7.96 4.931 294 9.1 14 3/30/92 12.1 7.39 3.10 319 8.1 18 4/6/92 10.9 7.16 10.0 16 6.61 262 0.33 0.5 3.5 0.25 18 4/13/92 13.1 7.19 6.61 190 7.5 12 4/20/92 161 6.51 1 260 8.61 11 FAVG 12.01 7.14 j 10.01 17.31 5.461 2571 0.421 0.021 0.601 4.81 8.61 0.251 17 Sverdrup Corporation Page 2 5/2/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#3-36"CMP Practice Track Outfall @ East Property Line SAMPIwa ::>::::>::>:::::... .:.:::::.. €:«1�M�?�TEC :dUAI. T!" T XX ::>:::>::>:: >:::::> . :> .> »::>::» K :::>::::>::::: T::.::.::.: t 7 bm I€:.;:.;:.:.:::BQII ::.:: :.00I?::::::::.0 3;;::.::.;:.;I CXN�::::::::...N.........7.1;3H T N 3&a.:....::Tf ::.:::::::: `:...... fi .::::.::C ..:...:...... ...............................................................::.::::::::::::::::::::::::::..::::::::::..... ................. .................. ....p ....P..................................................................................................................... ... ....... ;:.:.. ::.m .:�.:..:.Ong.:� :.::.: ::.... ......... .. .... ......: ...:9/) {m9 { ;91� >: .:: . .:::. ...: ...:.(:::. .. .. 6/18/91 15.9 6.941 0.55 613 20.0 240 7/1/91 20.3 7.31 0.58 542 8.2 7/8/91 17.6 7.62 1.33 448 7/15/91 16.9 7.04 0.83 467 7/23/91 18.4 7.23 1.60 468 30.0 1300 7/29/91 21.8 7.62 3.13 456 8/5/91 21.2 7.49 0.87 522 8/12/91 20.4 7.70 1.97 74 30.0 32 8/19/91 19.5 7.74 1.69 70 8/26/91 15.0 7.38 1.53 326 29.0 100 9/2/91 18.5 7.89 1.40 332 18.0 84 9/10/91 _ 16.2 7.64 0.82 489 9/16/911 13.5 7.30 1.36 327 9/23/91 14.0 7.23 0.081 13 9/30/91 18.8 6.43 3.00 392 10/7/91 10.9 7.45 3.23 358 10/15/91 18.4 7.21 2.91 397 10/21/91 11.8 6.81 4.12 342 24.0 20 10/28/91 6.6 7.14 1.08 268 1 1 20.0 40 11/4/91 9.3 6.82 7.05 195 11/11/91 12.8 7.011 10.06 98 10.0 110 11/18/91 8.7 7.12 6.51 171 11.0 230 11/25/91 10.2 7.21 5.57 185 11.0 95 12/2/91 7.3 7.27 2.77 312 9.6 68 12/6/911 5.3 7.64 4.68 649 12/9/91 8.6 7.271 8.61 149 12.0 50 12/16/91 4.4 7.15 1.62 565 21.0 110 12/22/91 6.9 7.11 3.85 542 23.0 60 12/30/91 7.8 7.58 8.79 211 7.4 150 1/6/92 5.3 7.64 4.68 649 1/14/92 8.3 7.49 2.80 552 1/20/921 4.1 7.61 3.35 556 1/27/92 8.1 7.42 8.531 108 18.0 120 1/29/92 13.0 270 2/2/92 8.6 6.80 7.99 123 25.0 3600 2/10/92 9.8 7.00 1.5 830 26.0 41 2/17/921 8.31 7.171 4.20 779 Sverdrup Corporation Page 1 4/7/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#3-36"CMP Practice Track Outfall 9 East Property Line ......................... . .... ..................... .......... ............................................. ................ ............................ ................................ .......... ....... ................................................ ............................................................ ................................ ...........A.......T................................................ ...................... ..... . .. 0 ... ....... . ... ........RTmgN . .... ...................... ......... ... ... . . .... .. ...... ........... . . . . ...... .. ........ .. .... ....................... .............. f ......................... ..... ........ ...I .............. .. C . Umi M)1!� . V. .. ......... 2/24/92 9.8 7.321 4.58 392 28.0 2001 3/2/92 11.5 7.31 673 3/9/92 11.4 7.70 2.08 650 3/16/92 9.7 7.27 3.52 463 28.0 1200 3/23/92 13.4 8.16 3.12 510 3/30/921 14.0 7.56 3.31 464 1 AVG 1 12.41 7.331 1 1 3.451 3981 1 1 1 19.21387 Sverdrup Corporation Page 2 4/7/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#6-48"CMP Southeast Wetlands Outlet,West End of Culvert .. ... ...::.::...: :.>: raT :avAUT -r ...: .............. ............. ..... ........ ...:::: a ::: ::::. . : :>::::<>::::: ::>:: ..:::::::..........:...::: ::: ... ..: :::: ..:....:::::: . ::: ::::::.:.:::::::::::::::::::. :::::::Capra»>. 1� r :::: .... . . . �.T. .... .I ao.�re ► ........ -€......:...eta:.: :: 4Q...................:.................................................................... ...:.... .:::::.................. .. ...................... ..........................:...::::::::::::::::::::::::::::::::::::::::::::::::::....... ................................................ ...::.::.............::. .........:::..:::::.:.:::.::::::::.:::::::: .:: : :.::.::.::.:.::.::.:.:.::.:.:.: t€rrts;cam::. rn 1 ;::::cn .::�::.:...... :.:. €. . t . .. . ... :) .t. 3 tl 11/11/91 14.0 9 11/18/91 14.0 15 11/25/91 20.0 4 12/5/91 9.1 6.44 5.11 44 1/29/92 6.6 U 34 5.1 85 0.11 U 0.711 8 8.8 0.16 3 AVG 9.1 6.52 1 34.0 5.11 651 0.111 1 0.711 8.001 14.21 0.16 8 LOCATION: Station#7-Inlet Channel to Southeast Wetlands @ South Property Line ...:.. ...:::............;:.;:.;:.: :.;:.;:.;:.;::: 1 R.€ iJAi: TY::TE T :>>: ;::. >::>::>::>:::: ::.::.::.;:< ...CkJ ># >. Tern ........ .I- ........ �3D >pA�........1<3f .: C1 [JE:::.:.::::::: ::::::..:::.:......................... ............................. . :.::::::::::::::::::::::.:::.::::::::::::: ............. :.;:.;:.;:.::.::.::.::.::.::::.;::.;:.;:.;:.;;:.; »:::>: ': ;::.. :::::::::::..:::::::::::::::::::m 1 rn ::C::.:.;. erns<trm :m :.;I.:.::..... f.. .:.CmSI . . ....... ........... 9 ,} }`. .:. :::.. . .: :::::: : l..t .fit .. . ... { .... .. 9 9,. . 12/5/91 9.1 6.44 10 16 6.31 44 0.031 0.02 0.50 5 11.0 0.17 4 1/29/921 10.5 6.61 10 34 5.11 85 0.11 0.02 0.71 8 8.8 0.161 3 AVG 9.8 6.521 10.01 251 5.71 65 1 0.071 0.021 0.611 6.5 101 0.171 4 LOCATION: Pumphouse Station-East Barn Area(N 72,600 E 54,075) ER QUI I»t-Y'TEST................. ... X. ..... .:::.............. .............. ... ...... ............................. .............................. X. &C >:;:.?.1T.�.....:::..H�Q:T�m :: :: H.:: . ..3D.D:...:...;CDQ.:.. : I'?f :;:>:::::>::::: DNl7..:...::::::.t ......:.:ISM::..::: F N:.:. ::+f .......::::.::: ....................................... .......:. P.... .::. :.....::P::......... ............................:;.::.;:.::.;:.:.:.: . . ;.. .:.::. ..: .. m I rn l :.; urnsm m .;I m .:L.;::>. rrfg :. {,. 9 .. :.::.. }:.:. 9/30/91 36.0 91 11/4/91 13.0 49 11/11/91 13.0 120 11/18/91 8.0 73 12/5/91 10.1 7.06 10.0 20 9.8 47 0.22 0.11 0.65 5 12.0 0.38 92 1/29/921 10.0 6.61 10.0 311 9.6 j 71 0.31 0.02 0.88 5 7.7 0.26 100 AVG 10.11 6.83 -10.01 261 9.701 591 0.27 0.071 0.771 5.0 15.01 0.321 88 Sverdrup Corporation Page 1 4/7/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Springbrook Creek Station @ SW 16th Street Bridge SAMP:I E :::::::>311TEF�:fAITS '><» ' . . ....... X . 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X il 0-.1Y 04:3- .",*9' 2/10/92 8.9 6.801 6.001 300 7.9 13 2/17/92 8.0 7.24 9.09 346 78.0 191 2/24/92 9.2 7.41 6.24 176 7.4 81 3/2/92 9.8 7.51 327 7.1 18 3/9/92 10.3 8.01 5.18 332 6.9 13 3/16/92 9.6 6.78 6.18 234 9.1 14 3/23/92 11.8 7.96 4.93 294 9.1 14 3/30/921 12.11 7.391 1 1 3.101 3191 1 1 1 1 1 AVG 11.91 7.151 6.71 18.01 5.411 2581 0.471 0.011 0.60 4.7 8.71 0.26 18 Sverdrup Corporation Page 2 4/7/92 WATRQUALXLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#3-36"CMP Practice Track Outfall @ East Property Line :WATER":.UAU' YrTE...... .; iiiiii:. .. 44•i::::.. 4 is iii;4 :.C• :. ..�::::. :f..:..:: .:ii::: :. :..:}p:::i::i:i: :'rii: :::i: :. :::::.......... :. .e. ... ...... .. p ........................:...................... ... .... ..:..�4.:.:::BC :. ..:CE .W.:::.: ?.::::.:. N :::..::.::....-.: �-Ell.::::::TKO.:::. .::::...:::'. . ....... CIA .� 6/18/91 15.9 6.94 0.55 613 20.0 240 7/1/91 20.3 7.31 0.58 642 8.2 7/8/91 17.6 7.62 1.33 448 7/15/91 16.9 7.04 0.83 467 7/23/91 18.4 7.23 1.60 468 30.0 1300 7/29/91 21.8 7.62 3.13 456 8/5/91 21.2 7.49 0.87 522 8/12/91 20.4 7.701 1.97 74 30.0 32 8/19/91 19.5 7.74 1.69 70 8/26/91 15.0 7.38 1.53 326 29.0 100 9/2/91 18.5 7.89 1.40 332 18.0 84 9/10/91 16.2 7.64 0.82 489 9/16/91 13.5 7.301 1.36 327 9/23/91 14.0 7.23 0.08 13 9/30/91 18.8 6.43 3.00 392 10/7/91 10.9 7.45 3.23 358 10/15/91 18.4 7.21 2.91 397 10/21/91 11.8 6.811 4.12 342 24.0 20 10/28/91 6.6 7.14 1.08 268 20.0 40 11/4/91 9.3 6.82 7.05 195 11/11/91 12.8 7.01 10.06 98 10.0 110 11/18/91 8.71 7.12 6.51 171 11.0 230 11/25/91 10.2 7.21 5.57 185 11.0 95 12/2/91 7.3 7.27 2.77 312 9.6 68 12/6/91 5.3 7.64 4.68 649 12/9/91 8.6 7.27 8.61 149 12.0 50 12/16/91 4.4 7.15 1.62 565 21.0 110 12/22/911 6.91 7.11 1 1 3.851 542 1 23.0 60 12/30/91 7.8 7.581 8.79 211 7.4 150 1/6/92 5.3 7.64 4.68 649 1/14/92 8.3 7.49 2.80 552 1/20/92 4.1 7.61 3.35 556 1/27/921 8.1 7.42 8.53 1081 18.01 120 1/29/92 13.0 270 2/2/92 8.6 6.801 7.99 123 j 25.0 3600 2/10/92 9.8 7.00 1.5 830 26.0 41 2/17/92 8.31 7.171 4.20 779 Sverdrup Corporation Pagel 6/8/92 WATROUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#3-36"CIVIP Practice Track Outfall P East Property Line ...................... .................. ...... ...... .................... .................. ......................*. ....... ................ ............. x .........q: ......... ..... ......................... ..................... ... ... ..................::: -. - A ............................. ... .... .. 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Ay 2/24/92 9.8 7.321 4.58 392 28.0 200 3/2/921 11.5 7.31 1 673 3/9/92 11.4 7.70 2.081 650 3/16/92 9.7 7.27 3.52 463 28.0 1200 3/23/92 13.4 8.16 3.12 510 3/30/92. 14.0 7.56. 3.31 464 4/6/92 12.8 7.49 44 120 4.46 478 0.401 3.5 37 1.8 170 4/13/92 13.6 8.07 4.061 4/20/92 14 6.5 100 12 560 4/27/92 20.1 7.5 5/4/921 16.8 7.451 2.42 418 18 1300 5/11/92 14.3 7.66 3.93 444 5/18/92 17.9 7.60 1 2.821 460 5/26/92 16.3 7.54 1 1.561 I AVG 1 12.91 7.351 44.01 120.01 3.411 3961 0.401 1 1 3.51 19.61 1.81 4231 Sverdrup Corporation Page 2 6/8/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#6-48"CMP Southeast Wetlands Outlet,West End of Culvert .............. .. ................. ............ ........................................................ . .......... T ........................... ... ..:: ...I .. ................................ ............ ....................................... X* .... .. .........................%......................................... ........ ......... .... ......................................... ................ ..... .... q A U.-Y..: .... .....%. du...................................%............ ERA&:% T .................. .............I............................................................................................................................ .......................................... ....... ......................... ................... ................................. 'GH-- .......... ...... :P::..:..........:.:.:.:.T.... ..... X ........................ .......... . ......... . 0 ....... .0c-fit. ND N:::,: -.4 em 00 ............. I. . . ............. ........ ... 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(in ........................ .......... -Tln ......... ........... .............................. ........................ ........... .... .................................... ......... . ..... 4.-.9 A :.:(mgA) ..................... ....... 11/11/91 14.0 9 11/18/91. 14.0 15 11/25/911 20.0, 4 AVG 1 16.01 1 9 LOCATION: Station#7-Inlet Channel to Southeast Wetlands C@ South Property Line ..........0.................. ...................... ....... .................... . ...... ...... ....... .................. ........... .................. .. ............. .. ........ ............ ........ . ........................ ................ .. ....... ....... .. ........... .................... T-W- A- ...................... ............... ....... ......... .... ......................... ......... ........... ...... ..................... .................. ... ........ 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M ..01, 12/5/91 9.1 6.44 10 16 6.3 44 0.03 0.02 0.50 5 11.0 0.17 4 1/29/921 10.5 6.60 10� 341 5.11 851 0.111 0.021 0.71 8- 8.8 0.16 3 r 4/29/92 16.2 7.0 10.01 311 2.91 1101 0.081 1.001 1.201 1.3 17.01 0.311 8 1 AVG 1 11.91 6.681 10.01 271 4.81 80 0.071 0.351 0.801 4.81 121 0.211 5 LOCATION: Pumphouse Station-East Barn Area(N 72,600 E 54,075) . ..........-.-.......--............ ................................. .............................. .................... a ................... ............... ..................0.................... ............... .......... .......0..................... :TEST.......... ............ ................ ........ ........ ............................................ .............. UA U. ................................ .............................. ................ ................ ......... ........ 0................,............................... -............ 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X ........... .4 mg 9....... 0:4.1M,9A). ..... ..... ....................-................. 9/30/91, 36.0 91 11/4/91 13.0 491 11/11/91 13.0 120 11/18/91 8.0 73 12/5/91 10.1 7.06 10.0 20 9.8 47 0.22 0.11 0.65 5 12.0 0.38 92 1/29/92 100 6.60 10.0 31 96 71 0.311 0.021 0.88, 5 7.71 0.26 100 120 0.17 .301 0.81 22.01 0.80, 380 4/29 92 17.71 6.91 10.0 72 0 AVG 12.6 6.851 10.01 411 8.471 791 0.231 0.541 1.281 3.61 16.01 0.481 129 Sverdrup Corporation Page 1 6/8/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Springbrook Creek Station 9 SW 16th Street Bridge ....................-.-...........-.................. ....... ............................ ....................... ................................. . ......... ........ ........... ......... ......... ..... .............................. ..... ...... ....... .................... .............. ................................ ................. .... ................... .. .................. ...... ..................................... ........................ ... ....- ..........................I.............. . . ........................................ .......... ........ ........... . ........ 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M: .... 11/12/91 14 9 11/18/91 14.0 151 11/25/91 20 4 12/2/91 12/5/91 9.1 6.44 5.11 44 12/6/91 12/9/91 12/16/91 12/22/91 12/30/91 1/6/92 1/14/92 1/20/92 1/27/92 1/29/92 6.6 U 34 5.1 85 0.11 U 0.71 8 8.8 0.16 3 2/2/92 2/10/92 L2/17/92 1 9.11 6.521 1 34.01 5.111 651 0.061 1 0.361 4.001 14.21 0.161 8 Sverdrup Corporation Page 2 3/5/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Station#7-Inlet Channel to Southeast Wetlands South Property Line ............. . .... . .. ........................................... ............... X ............................................... .................................................................................. ................ h .'P .. ........ . .. ......U1.1 .............. ............. ... ... ................. ............... ... .......... . ...... ... ........ ..................................................................... ... . .......... ............................ 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T .... ................................................... ............. ..... ... ............... . ..... ...... .... ................ ........ ............ - . ::- ........... ................ ... ..... ... ........... ...... rris .... . .... 0.4. 11/18/91 11/25/91. 12/2/91 12/5/91 16.00 U 16 6.3 0.03 U U U 11 0.17 4 12/6/91 12/9/91 12/16/91 12/22/91 12/30/91 1/6/92 1/14/92 1/20/92 1/27/92 1/29/92 2/2/92 2/10/92 2/17/921 1 1 1 1 1 I AVG 1 1 16.001 1 161 6.31 1 0.031 1 1 1--71T1 --0-.171 4 Sverdrup Corporation Page 3 3/5/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Pumphouse Station-East Barn Area(N 72,600 E 54,075) ....................... .........................................-..............-............................................................................................................................................................................................... ... ...... ......................... .............. .. . ....A�.... . .. .................................................................................. ................... ..� �#'#.... .TIK3'1`.......................................:...:::.:.::..:.:::: :..:.::.::.::.:::.:::.;:.::.::.::.:............................................................................................................................ . ........................... .. ............................................................................................ :..::.:::::.:.::.........::...................>;;:.;.,.:.:. .::.:;.::.;:.;:::.::...;:.;::.:.;:.;::.::::..:;:.;;;;;;:.;:.::..:;:.:::;.;;:.: >;:;.;::::.:;>;; ............::.::.::.:..............................:.:;:.>:.;::..::..;....;:.;:. ::::::: :::..:::co :::.::: .:. ? ::::::. # :: :...::::::: :::.::: ter.::::::.: :.:.. ......:.:::'CS ►.:::.: : >:: ::»>:: ::::::»: >< :ice: ':. ii':'; .' ''.: .:>::::< : ....><::::<:>:> ;:;: ...... ::::>: : >::>:::>::>::<.:<:;; «:<<:«>.<>;, ;::;::;,:<:;: :<.::: 9/30/91 36 91 10/7/91 11/4/911 13 49 11/11/91 13 120 11/18/91 8.0 73 11/25/91 12/2/91 12/5/91 10.1 7.06 U 20 9.80 47 0.22 0.11 0.65 U 12 0.38 92 12/6/91 12/9/91 12/16/91 12/22/91 12/30/91 1/6/92 1/14/92 1/20/92 1/27/92 1/29/92 6.6 U 31 9.6 71 0.31 U 0.88 U 7.7 0.26 100 2/2/92 2/10/92 2/17/92 AVG E 10.11 6.831 1 261 9.701 591 0.271 0.111 0.771 1 15.01 0.321 88 Sverdrup Corporation Page 4 3/5/92 WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Summary LOCATION: Springbrook Creek Station @ SW 16th Street Bridge ............... . .... . ...............................- -............ . ... ........... ............ .. ............................... ......I...... ...... ...... .................... ..............:::::::...... .... ................. .......................... .. ............. ....... .......%............................ ....................................... x......:::::... .. ............................................................. 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U 1:0 .. .... ............. xxxx 6/18/91 15.0 6.97 2.80 350 8.5 10 6/24/91. 17.9 7.10, 2.68 335 13 7.5 7/1/91 19.0 7.16 2.28 374 181 7/8/91 16.5 7.49 3.59 319 6.5 13 7/15/91 16.2 6.63 3.52 364 5.4 14 7/23/91 16.9 7.26 2.97 343 7.4 15 7/26/91 7.9 11 7/29/91 20.1 7.26 3.25 389 8/5/91 19.3 7.00 1.68 404 8.5 12 8/12/91 19.7 7.25 4.26 61 13 11 8/19/91 18.2 7.45 2.70 57 7.8 12 8/26/91 14.5 7.14 4.25 271 7.2 7 9/2/91 18.2 7.32 5.42 212 7.2 7 9/10/91 15.6 7.14 5.48 290 5.3 8 9/16/91 13.4 7.19 4.90 322 6.5 91 9/23/91 14.6 7.16 5.44 3 5.2 4 9/30/91 17.8 6.28 5.20 345 4.7 9 10/7/91 12.7 7.02 5.76 316 3.7 8 10/15/91 11.1 6.93 5.05 344 4.6 8 10/21/91 12.5 7.06 4.42 347 5.8 6 10/28/91 8.4 7.25 4.21 272 6.2 11 11/4/91 8.9 6.99 6.98 159 5.4 18 11/11/91 11.9 6.68 8.40 129 6.3 42 11/18/91 9.4 6.69 6.75 156 15.0 91 11/25/91 10.5 7.20 6.51 134 5.1 14 12/2/91 8.3 7.18 5.14 287 10 15 12/5/91 9.7 7.35 U 12 8.9 124 0.15 U 0.53 U 5.6 0.33 87 12/6/91 5.8 7.39 7.51 287 12/9/91 8.8 6.75 7.56 139 5.8 281 12/16/91 4.9 7.07 4.84 307 8.0 19 12/22/91 7.0 7.10 6.52 230 6 8 12/30/91 8.7 7.12 6.75 272 5.6 17 1/6/92 5.8 7.39 7.51 287 6.7 10 1/14/92 7.7 7.65 5.14 335 7.9 101 1/20/92 5.0 7.29 5.91 315 7.0 23 1/27/92 8.1 7.01 6.981 108 6.7 35 1/29/92 6.9 U 24 8.7 84 0.78 U 0.66 9 4.8 0.18 67 2/2/92 8.3 6.75 7.32 139 7.5 50 2/10/92 9.8 6.0 300 7.9 131 2/17/921 8.01 7.241 1 1 9.091 3461 1 1 1 781 19 AVG 1 12.21 7.101 1 18.01 5.451 2531 0.471---T- 0.601 4.501 9.01 0.26 18 Sverdrup Corporation Page WATRQUAL.XLS CSTC SITE DEVELOPMENT Water Quality Analysis Abbreviations ........................................................................................................................................................................................................ :::>::>::>::>::>;::>::;:: ::OE : fti »»>»>> >> ;`< > > >> NTR L `'IUIET .N€1' ><><>>< 'i.....)' '.. ?........................................................£�`C�...........�?....�..............�........."5............... ...................................................................-.................................................................................................................................... H2O Temp Water Temperature 0.1 Centigrade pH Acidity/Alkalinity 0.01 BOD Biochemical Oxygen Demand 10 (mg/1) COD Chemical Oxygen Demand 20 (mg/1) DO Dissolved Oxygen 0.01 (mg/1) COND Conductivity 0.001 (ms/cm) N Nitrate + Nitrite as N 0.020 (mg/1) T-OH T-Organic Halogens (SW 9020) 0.040 (mg/1) TKN Total Kjeldahl Nitrogen 1.0 (mg/1) O&G Total Oil &Grease (413.2) 5 (mg/1) TOC Total Organic Carbon 2.0 (mg/1) P Total Phosphorus as P 0.020 (mg/1) TSS Total Suspended Solids 4.0 (mg/1) Notes: 1. All water samples supplied by PEI/Barrett Consulting Group 2. All water quality analysis conducted by Laucks Testing Laboritories, Inc. Sverdrup Corporation Page 1 3/5/92 PEI/Barrett Consulting Group 10800 Northeast 8th Street Seventh Floor Bellevue,Washington 98004 206 455-9494 Fax 206 453-9470 Civil and Environmental Chuck Unders Engineers Senior Design Technician e PEI/Barrett Consulting Group 10800 N.E.8th Street,Seventh Floor Bellevue,WA 98004 206 455-9494 MEMORANDUM FAX:206 453-9470 To: Ron Straka City of Renton From: Chuck Linders PEI/Barrett Consulting Group Subject: Springbrook Creek Flow Monitoring Date: August 1, 1991 In response to your request for additional information on PEI/Barrett's flow monitoring system installed in Springbrook Creek under the newly construction S.E. 16th St. Bridge near Longacres Park, I have compiled the following information. I hope that it is of some use to you. The flow monitoring system is comprised of a data-logging device, a remote sensor, and a mounting device onto which the sensor is attached. The equipment is manufactured by Marsh-McBirney, Inc., and is identified as the Flo-Tote Model 260A open channel flowmeter. The flowmeter measures a fluid velocity and a fluid level. An electromagnetic velocity transducer is used to measure velocity, and a solid-state piezoresistive pressure transducer is used to measure level. These transducers are encapsulated in the same sensor which is placed in the flow. Since the velocity transducer is electromagnetic, the fluid must be conductive. The electromagnetic velocity transducer operates on the Faraday principle which states that a conductor moving through a magnetic field produces a voltage that is directly proportional to the velocity of that conductor. A magnetic field is created by the velocity transducer and the voltage produced from the moving fluid (moving conductor) is converted to a velocity by the flowmeter electronics. Since a 30-hertz signal is used to pulse the electromagnetic field, it can be stated that there are 30 velocity measurements (samples) taken each second. The level transducer operates on the principle of a balanced Whetstone resistive bridge. A Whetstone resistive bridge is etched on a silicon crystal. As pressure is applied to the crystal, it distorts the crystal, causing the bridge to become unbalanced. When a voltage is applied to the unbalanced bridge, a difference is produced. Since the amount of distortion is directly proportional to the pressure, the amount of pressure can be determined from the voltage difference. A 15-hertz signal is used to drive the level transducer and two measurements are SN0.268 Civil/ Environmental Engineers- Land Surveyors• Planners Memorandum to: R. Straka August 1, 1991 Page 2 taken each cycle. Therefore, it can be stated that 30 level measurements (samples) are taken each second. Flow rate is calculated with the continuity equation Q = VA, where Q = flow rate, V = mean velocity, and A = the cross-sectional area of flow. The mean velocity, which is the average velocity across the flow, is calculated using the point velocity measurement from the velocity transducer, the flow equation, and the site calibration coefficient. The cross-sectional area is calculated using the fluid measurement from the level transducer and the user-defined cross- sectional shape of the channel in which the flowmeter is deployed. The cross-sectional shape, determined during stream profiling, is input as a set of coordinates into a Marsh-McBirney software program called OSF8 and read by the Flo-Tote software. Finally, the mean velocity is multiplied by the cross-sectional area to calculate flow. At Springbrook Creek the sensor is installed below the minimum water surface level at approximately 9.4 inches above the deepest part of the channel bottom to ensure that minimum and maximum flows are recorded. The data-logging unit is programmed to send an excitation voltage to the sensors for a 20-second period every 15 minutes. The flowmeter averages the readings it receives during that 20-second span and records that average. Thus, "15-minute" data is recorded. When the flowmeter was installed, a stream profile was performed. This was done by dividing the stream cross-sectional width into equal segments and calculating the wetted area of each segment. The average velocity of each segment was calculated using a Swoffer Model 2100 current meter and by measuring point velocities in the center of each segment at the .2, .4, and .8 (times depth) positions. The stream flow was then calculated. The flow on June 27, 1991, at approximately 2:00 p.m. was 10.76 cfs. This information, along with the current flowmeter depth and velocity readings, was input into the odd-shaped channel program (OSF8) mentioned above, and the site coefficient was calculated. It is the site coefficient that modifies the point velocity measured by the sensor to create mean velocity. Stream profiling will be done again on at least two more occasions during the coming year under varying flow conditions. The additional profiling will be used as a check against flowmeter accuracy. On an approximately bi-weekly schedule a technician from our firm travels to the site and uploads the data from the flowmeter using a portable laptop computer. During this site visit, the technician physically measures the water depth at the sensor and measures the velocity of the stream with a current meter. He then compares these measurements with the flowmeter data to ensure the accuracy of the recorded data at that moment. Back at the office, the flow data is printed in tabular form and graphed. Trends, anomalies, errors, and equipment failure can be identified using graphical analysis. The standard graphs that we produce from each batch of data are the hydrograph and x,y scatter plots which compare different parameters to each other, i.e., depth vs. velocity, depth vs. flow, velocity vs. flow, etc. Some examples are attached. S N 0.268 Memorandum to: R. Straka August 1, 1991 Page 3 The Marsh-McBirney odd-shaped channel Q = VA method of calculating flow was chosen over other stream-gaging methods because of the backwater effect from the P1 pump station which is located downstream of the flow monitoring site, and also because of the irregular profile of the channel bottom in the vicinity of the monitoring site. The backwater effect enables flow to vary greatly, independent of water column depth in the channel. Water level in the channel is dependent upon two variables: flow and pumping activity at the pump station. Therefore, velocity measurement is required at this location. The Flo-Tote can also be used as a depth-only measuring instrument used in conjunction with a primary device such as a flume or weir, pipe, or channel. However, those applications do not apply at this site. I hope that I have provided the information that you require. Please call me if you need any further assistance regarding this project or if you have any questions regarding other flow monitoring, water quality, or storm water modeling issues. SNO.268 SPR NGBROOK CREEK At S.E. 16th St. bridge 11 10.5 10 9.5 cn 9 L O z 8.5 O L 8 7.5 7 6.5 6 07/11 /91 07/12/91 07/13/91 07/14/91 07/15/91 07/16/91 DATE SPR NGBRGCK CREEK At S.E. 16th St. bridge 15 14 13 12 11 10 g LL U 8 3� 7 aEl ❑ 6 5 4- 2 1 0 0 0.2 0,4 0.6 0.8 1 1 .2 1 .4 1 ,6 1 .8 2 VELOCITY (F/M) 0 Marsh - McBirney FLO-TOTE system Version 0.06 page 1 of 6 Instrument serial number: A51010 LONGACRES SITE DEVEL. FLOW MONITORING SPRINGBROOK CREEK LOCATION: UNDER BRIDGE a WEST END OF S.W. 16th ST. RENTON, WA. JOB No. S950101 Site identification: Deployment period: LONGACRES_PARK From: 07/11/91 16:00 SITE_#8_a_S.E._16TN_ To : 07/16/91 09:30 ST. BRIDGE Report period: From: 07/11/91 16:00 To : 07/16/91 09:30 Sample time: 0.3 min., Frequency of sample: 15 min. Site configuration: Disk Tables Site shape: Site dimensions: Disk Table File # : 2 Start type: delayed Memory mode: fixed Calibration Coefficient: 0.0067 Marsh - McBirney FLO-TOTE system Osion 0.06 Page 2 of 6 Instrument serial number A51010 Data file modification # 0 LONGACRES SITE DEVEL. FLOW MONITORING Report from: 07/11/91 16:00:00 SPRINGBROOK CREEK Report to : 07/16/91 09:30:00 LOCATION: UNDER BRIDGE a WEST END OF Site Identification: S.W. 16th ST. RENTON, WA. LONGACRES_PARK JOB No. S950101 SITE #8 a S.E._16TH_ ST. BRIDGE DATE TIME VEL LEV FLO DATE TIME VEL LEV FLO FPS IN. MGD FPS IN. MGD 07/11 16:00 0.50 14.16 5.45 07/12 04:00 0.55 13.76 5.72 07/11 16:15 0.62 14.16 6.76 07/12 04:15 0.55 13.76 5.72 07/11 16:30 0.65 14.16 7.09 07/12 04:30 0.55 13.66 5.65 07/11 16:45 0.65 14.16 7.09 07/12 04:45 0.52 13.66 5.34 07/11 17:00 0.65 14.06 7.01 07/12 05:00 0.50 13.76 5.20 O7/11 17:15 0.65 14.06 7.01 07/12 05:15 0.55 13.76 5.72 07/11 17:30 0.62 14.16 6.76 07/12 05:30 0.62 13.76 6.45 07/11 17:45 0.62 13.96 6.60 07/12 05:45 0.60 13.66 6.17 07/11 18:00 0.62 14.06 6.68 07/12 06:00 0.55 13.76 5.72 07/11 18:15 0.60 14.06 6.47 07/12 06:15 0.55 13.66 5.65 07/11 18:30 0.62 14.06 6.68 07/12 06:30 0.50 13.76 5.20 07/11 18:45 0.67 14.06 7.22 07/12 06:45 0.55 13.76 5.72 07/11 19:00 0.60 13.96 6.39 07/12 07.00 0.60 13.76 6.24 07/11 19:15 0.65 13.96 6.92 07/12 07:15 0.57 13.76 5.93 07/11 19:30 0.65 13.96 6.92 07/12 07:30 0.57 13.86 6.00 07/11 19:45 0.67 13.96 7.14 07/12 07:45 0.60 13.76 6.24 07/11 20:00 0.60 14.06 6.47 07/12 08:00 0.55 13.86 5.79 07/11 20:15 0.62 14.06 6.68 07/12 08:15 0.57 13.86 6.00 07/11 20:30 0.65 13.96 6.92 07/12 08:30 0.62 13.96 6.60 07/11 20:45 0.65 13.96 6.92 07/12 08:45 0.55 13.96 5.86 07/11 21:00 0.65 14.06 7.01 07/12 09:00 0.62 13.76 6.45 07/11 21:15 0.55 14.06 5.93 07/12 09:15 0.55 13.86 5.79 07/11 21:30 0.65 13.96 6.92 07/12 09:30 0.60 13.96 6.39 07/11 21:45 0.60 13.96 6.39 07/12 09:45 0.57 13.96 6.07 07/11 22:00 0.60 13.96 6.39 07/12 10:00 0.60 13.96 6.39 07/11 22:15 0.60 13.96 6.39 07/12 10:15 0.55 13.96 5.86 07/11 22:30 0.62 14.06 6.68 07/12 10:30 0.60 14.06 6.47 07/11 22:45 0.60 13.86 6.32 07/12 10:45 0.62 13.96 6.60 07/11 23:00 0.62 13.96 6.60 07/12 11:00 0.60 13.96 6.39 07/11 23:15 0.62 13.96 6.60 07/12 11:15 0.62 14.16 6.76 07/11 23:30 0.60 13.86 6.32 07/12 11:30 0.65 14.06 7.01 07/11 23:45 0.55 13.96 5.86 07/12 11:45 0.60 14.06 6.47 07/12 00:00 0.62 13.96 6.60 07/12 12:00 0.60 14.06 6.47 07/12 00:15 0.57 13.86 6.00 07/12 12:15 0.60 14.06 6.47 07/12 00:30 0.60 13.86 6.32 07/12 12:30 0.57 14.06 6.14 07/12 00:45 0.57 13.76 5.93 07/12 12:45 0.60 14.06 6.47 07/12 01:00 0.62 13.76 6.45 07/12 13:00 0.65 14.16 7.09 07/12 01:15 0.62 13.86 6.53 07/12 13:15 0.55 14.16 6.00 07/12 01:30 0.57 13.86 6.00 07/12 13:30 0.55 14.26 6.07 07/12 01:45 0.57 13.76 5.93 07/12 13:45 0.57 14.06 6.14 07/12 02:00 0.60 13.86 6.32 07/12 14:00 0.60 14.16 6.54 07/12 02:15 0.55 13.76 5.72 07/12 14:15 0.57 14.06 6.14 07/12 02:30 0.60 13.86 6.32 07/12 14:30 0.60 14.16 6.54 07/12 02:45 0.60 13.76 6.24 07/12 14:45 0.60 14.16 6.54 07/12 03:00 0.57 13.86 6.00 07/12 15:00 0.60 14.16 6.54 07/12 03:15 0.57 13.76 5.93 07/12 15:15 0.60 14.16 6.54 07/12 03:30 0.57 13.66 5.86 07/12 15:30 0.65 14.06 7.01 07/12 03:45 0.55 13.76 5.72 07/12 15:45 0.55 14.06 5.93 Marsh - McBirney FLO-TOTE system *rsion 0.06 Page 3 of 6 • Instrument serial number A51010 Data file modification # 0 LONGACRES SITE DEVEL. FLOW MONITORING Report from: 07/11/91 16:00:00 SPRINGBROOK CREEK Report to : 07/16/91 09:30:00 LOCATION: UNDER BRIDGE a WEST END OF Site Identification: S.W. 16th ST. RENTON, WA. LONGACRES_PARK JOB No. S950101 SITE_#8_a_S.E._16TN_ ST. BRIDGE DATE TIME VEL LEV FLO DATE TIME VEL LEV FLO FPS IN. MGD FPS IN. MGD 07/12 16:00 0.62 14.06 6.68 07/13 04:00 0.55 13.86 5.79 07/12 16:15 0.52 14.16 5.67 07/13 04:15 0.52 13.76 5.41 07/12 16:30 0.60 14.06 6.47 07/13 04:30 0.55 13.66 5.65 07/12 16:45 0.55 14.06 5.93 07/13 04:45 0.60 13.76 6.24 07/12 17:00 0.60 14.16 6.54 07/13 05:00 0.50 13.76 5.20 07/12 17:15 0.60 14.16 6.54 07/13 05:15 0.49 13.86 5.16 07/12 17:30 0.62 14.16 6.76 07/13 05:30 0.52 13.86 5.47 07/12 17:45 0.62 14.06 6.68 07/13 05:45 0.57 13.66 5.86 07/12 18:00 0.60 14.06 6.47 07/13 06:00 0.52 13.86 5.47 07/12 18:15 0.62 14.06 6.68 07/13 06:15 0.50 13.86 5.26 07/12 18:30 0.57 14.06 6.14 07/13 06:30 0.52 13.86 5.47 07/12 18:45 0.62 14.06 6.68 07/13 06:45 0.52 13.76 5.41 07/12 19:00 0.57 14.06 6.14 07/13 07:00 0.55 13.76 5.72 07/12 19:15 0.65 14.16 7.09 07/13 07:15 0.55 13.86 5.79 07/12 19:30 0.60 14.16 6.54 07/13 07:30 0.55 13.76 5.72 07/12 19:45 0.62 14.06 6.68 07/13 07:45 0.55 13.86 5.79 07/12 20:00 0.65 14.16 7.09 07/13 08:00 0.60 13.96 6.39 07/12 20:15 0.62 13.96 6.60 07/13 08:15 0.65 13.96 6.92 07/12 20:30 0.55 14.06 5.93 07/13 08:30 0.60 14.06 6.47 07/12 20:45 0.60 13.96 6.39 07/13 08:45 0.57 13.96 6.07 07/12 21:00 0.55 13.96 5.86 07/13 09:00 0.55 13.96 5.86 07/12 21:15 0.65 14.06 7.01 07/13 09:15 0.60 13.96 6.39 07/12 21:30 0.48 13.96 5.11 07/13 09:30 0.60 13.86 6.32 07/12 21:45 0.55 13.86 5.79 07/13 09:45 0.60 13.96 6.39 07/12 22:00 0.55 13.86 5.79 07/13 10:00 0.55 14.06 5.93 07/12 22:15 0.57 13.86 6.00 07/13 10:15 0.55 14.06 5.93 07/12 22:30 0.60 13.86 6.32 07/13 10:30 0.55 13.96 5.86 07/12 22:45 0.62 13.86 6.53 07/13 10:45 0.57 13.96 6.07 07/12 23:00 0.57 13.86 6.00 07/13 11:00 0.57 13.96 6.07 07/12 23:15 0.50 13.76 5.20 07/13 11:15 0.55 14.06 5.93 07/12 23:30 0.60 13.76 6.24 07/13 11:30 0.55 13.96 5.86 07/12 23:45 0.55 13.86 5.79 07/13 11:45 0.55 13.96 5.86 07/13 00:00 0.52 13.76 5.41 07/13 12:00 0.57 14.06 6.14 07/13 00:15 0.55 13.76 5.72 07/13 12:15 0.55 14.06 5.93 07/13 00:30 0.60 13.86 6.32 07/13 12:30 0.52 13.96 5.54 07/13 00:45 0.55 13.66 5.65 07/13 12:45 0.55 14.06 5.93 07/13 01:00 0.55 13.76 5.72 07/13 13:00 0.60 14.06 6.47 07/13 01:15 0.55 13.76 5.72 07/13 13:15 0.55 13.96 5.86 07/13 01:30 0.55 13.76 5.72 07/13 13:30 0.60 13.96 6.39 07/13 01:45 0.55 13.66 5.65 07/13 13:45 0.57 13.96 6.07 07/13 02:00 0.52 13.76 5.41 07/13 14:00 0.57 13.96 6.07 07/13 02:15 0.55 13.76 5.72 07/13 14:15 0.57 13.96 6.07 07/13 02:30 0.55 13.66 5.65 07/13 14:30 0.57 13.96 6.07 07/13 02:45 0.52 13.76 5.41 07/13 14:45 0.60 13.96 6.39 07/13 03:00 0.55 13.76 5.72 07/13 15:00 0.57 13.96 6.07 07/13 03:15 0.52 13.86 5.47 07/13 15:15 0.55 13.96 •5.86 07/13 03:30 0.55 13.76 5.72 07/13 15:30 0.57 13.86 6.00 07/13 03:45 0.52 13.76 5.41 07/13 15:45 0.57 13.86 6.00 Marsh - McBirney FLO-TOTE system*rsion 0.06 Page 4 of 6 Instrument serial number A51010 Data file modification # 0 LONGACRES SITE DEVEL. FLOW MONITORING Report from: 07/11/91 16:00:00 SPRINGBROOK CREEK Report to : 07/16/91 09:30:00 LOCATION: UNDER BRIDGE a WEST END OF Site Identification: S.W. 16th ST. RENTON, WA. LONGACRES_PARK JOB No. S950101 SITE_#8_a_S.E._16TH_ ST. BRIDGE DATE TIME VEL LEV FLO DATE TIME VEL LEV FLO FPS IN. MGD FPS IN. MGD 07/13 16:00 0.62 13.96 6.60 07/14 04:00 0.49 13.76 5.10 07/13 16:15 0.55 13.96 5.86 07/14 04:15 0.55 13.86 5.79 07/13 16:30 0.55 13.86 5.79 07/14 04:30 0.52 13.86 5.47 07/13 16:45 0.60 13.86 6.32 07/14 04:45 0.52 13.76 5.41 07/13 17:00 0.62 13.96 6.60 07/14 05:00 0.49 13.76 5.10 07/13 17:15 0.60 13.86 6.32 07/14 05:15 0.55 13.86 5.79 07/13 17:30 0.60 13.96 6.39 07/14 05:30 0.55 13.96 5.86 07/13 17:45 0.55 13.86 5.79 07/14 05:45 0.55 13.76 5.72 07/13 18:00 0.60 13.96 6.39 07/14 06:00 0.49 13.76 5.10 07/13 18:15 0.60 13.96 6.39 07/14 06:15 0.55 13.76 5.72 07/13 18:30 0.62 13.86 6.53 07/14 06:30 0.55 13.76 5.72 07/13 18:45 0.57 13.86 6.00 07/14 06:45 0.52 13.76 5.41 07/13 19:00 0.57 13.86 6.00 07/14 07:00 0.52 13.76 5.41 07/13 19:15 0.60 13.96 6.39 07/14 07:15 0.52 13.86 5.47 07/13 19:30 0.55 13.96 5.86 07/14 07:30 0.50 13.86 5.26 07/13 19:45 0.57 13.96 6.07 07/14 07:45 0.50 13.86 5.26 07/13 20:00 0.55 13.96 5.86 07/14 08:00 0.57 13.86 6.00 07/13 20:15 0.55 13.96 5.86 07/14 08:15 0.50 13.86 5.26 07/13 20:30 0.55 13.76 5.72 07/14 08:30 0.55 13.86 5.79 07/13 20:45 0.55 13.76 5.72 07/14 08:45 0.55 13.86 5.79 07/13 21:00 0.60 13.76 6.24 07/14 09:00 0.57 13.96 6.07 07/13 21:15 0.60 13.86 6.32 07/14 09:15 0.55 13.96 5.86 07/13 21:30 0.60 13.86 6.32 07/14 09:30 0.57 13.96 6.07 07/13 21:45 0.60 13.76 6.24 07/14 09:45 0.57 13.96 6.07 07/13 22:00 0.52 13.76 5.41 07/14 10:00 0.60 13.96 6.39 07/13 22:15 0.60 13.76 6.24 07/14 10:15 0.55 14.06 5.93 07/13 22:30 0.39 13.76 4.06 07/14 10:30 0.60 14.06 6.47 07/13 22:45 0.52 13.76 5.41 07/14 10:45 0.57 14.06 6.14 07/13 23:00 0.55 13.86 5.79 07/14 11:00 0.55 14.06 5.93 07/13 23:15 0.41 13.76 4.26 07/14 11:15 0.55 14.06 5.93 07/13 23:30 0.60 13.76 6.24 07/14 11:30 0.55 14.06 5.93 07/13 23:45 0.57 13.66 5.86 07/14 11:45 0.55 14.06 5.93 07/14 00:00 0.55 13.66 5.65 07/14 12:00 0.55 14.06 5.93 07/14 00:15 0.60 13.66 6.17 07/14 12:15 0.57 14.06 6.14 07/14 00:30 0.57 13.66 5.86 07/14 12:30 0.62 14.06 6.68 07/14 00:45 0.55 13.76 5.72 07/14 12:45 0.57 13.96 6.07 07/14 01:00 0.50 13.66 5.14 07/14 13:00 0.57 14.06 6.14 07/14 01:15 0.52 13.86 5.47 07/14 13:15 0.55 14.06 5.93 07/14 01:30 0.55 13.76 5.72 07/14 13:30 0.57 14.06 6.14 07/14 01:45 0.57 13.66 5.86 07/14 13:45 0.55 13.96 5.86 07/14 02:00 0.50 13.86 5.26 07/14 14:00 0.55 14.06 5.93 07/14 02:15 0.57 13.66 5.86 07/14 14:15 0.60 14.06 6.47 07/14 02:30 0.55 13.76 5.72 07/14 14:30 0.55 14.06 5.93 07/14 02:45 0.55 13.76 5.72 07/14 14:45 0.55 13.96 5.86 07/14 03:00 0.55 13.86 5.79 07/14 15:00 0.62 14.06 6.68 07/14 03:15 0.52 13.76 5.41 07/14 15:15 0.60 14.06 -6.47 07/14 03:30 0.52 13.76 5.41 07/14 15:30 0.60 14.06 6.47 07/14 03:45 0.52 13.76 5.41 07/14 15:45 0.60 13.96 6.39 Marsh - McBirney FLO-TOTE system Osion 0.06 Page 5 of 6 • Instrument serial number A51010 Data file modification # 0 LONGACRES SITE DEVEL. FLOW MONITORING Report from: 07/11/91 16:00:00 SPRINGBROOK CREEK Report to : 07/16/91 09:30:00 LOCATION: UNDER BRIDGE a WEST END OF Site Identification: S.W. 16th ST. RENTON, WA. LONGACRES_PARK JOB No. S950101 SITE_#8_a_S.E._16TH_ ST. BRIDGE DATE TIME VEL LEV FLO DATE TIME VEL LEV FLO FPS IN. MGD FPS IN. MGD 07/14 16:00 0.57 14.06 6.14 07/15 04:00 0.52 13.86 5.47 07/14 16:15 0.57 14.06 6.14 07/15 04:15 0.52 13.76 5.41 07/14 16:30 0.55 13.96 5.86 07/15 04:30 0.50 13.76 5.20 07/14 16:45 0.57 13.96 6.07 07/15 04:45 0.55 13.56 5.58 07/14 17:00 0.50 14.06 5.39 07/15 05:00 0.50 13.76 5.20 07/14 17:15 0.57 14.06 6.14 07/15 05:15 0.55 13.76 5.72 07/14 17:30 0.57 13.96 6.07 07/15 05:30 0.55 13.86 5.79 07/14 17:45 0.52 13.96 5.54 07/15 05:45 0.60 13.76 6.24 07/14 18:00 0.57 14.06 6.14 07/15 06:00 0.57 13.86 6.00 07/14 18:15 0.55 14.06 5.93 07/15 06:15 0.60 13.76 6.24 07/14 18:30 0.60 14.06 6.47 07/15 06:30 0.60 13.86 6.32 07/14 18:45 0.52 13.96 5.54 07/15 06:45 0.50 13.86 5.26 07/14 19:00 0.55 13.96 5.86 07/15 07:00 0.57 13.86 6.00 07/14 19:15 0.52 14.06 5.60 07/15 07:15 0.60 13.86 6.32 07/14 19:30 0.55 13.96 5.86 07/15 07:30 0.60 14.06 6.47 07/14 19:45 0.55 13.96 5.86 07/15 07:45 0.57 13.96 6.07 07/14 20:00 0.60 14.06 6.47 07/15 08:00 0.62 13.86 6.53 07/14 20:15 0.50 13.96 5.33 07/15 08:15 0.60 14.06 6.47 07/14 20:30 0.49 13.96 5.22 07/15 08:30 0.60 14.06 6.47 07/14 20:45 0.57 13.96 6.07 07/15 08:45 0.62 13.96 6.60 07/14 21:00 0.60 14.06 6.47 07/15 09:00 0.60 14.06 6.47 07/14 21:15 0.55 13.96 5.86 07/15 09:15 0.62 14.06 6.68 07/14 21:30 0.57 13.96 6.07 07/15 09:30 0.62 14.06 6.68 07/14 21:45 0.55 13.96 5.86 07/15 09:45 0.60 13.96 6.39 O7/14 22:00 0.55 14.06 5.93 07/15 10:00 0.60 14.06 6.47 07/14 22:15 0.57 13.96 6.07 07/15 10:15 0.57 14.16 6.21 07/14 22:30 0.57 14.06 6.14 07/15 10:30 0.60 14.06 6.47 07/14 22:45 0.52 13.86 5.47 07/15 10:45 0.67 13.96 7.14 07/14 23:00 0.57 13.96 6.07 07/15 11:00 0.62 14.16 6.76 07/14 23:15 0.57 13.86 6.00 07/15 11:15 0.60 14.06 6.47 07/14 23:30 0.57 13.76 5.93 07/15 11:30 0.60 14.16 6.54 07/14 23:45 0.55 13.76 5.72 07/15 11:45 0.65 14.06 7.01 07/15 00:00 0.55 13.76 5.72 07/15 12:00 0.55 14.16 6.00 07/15 00:15 0.55 13.86 5.79 07/15 12:15 0.60 14.16 6.54 07/15 00:30 0.55 13.86 5.79 07/15 12:30 0.60 14.16 6.54 07/15 00:45 0.52 13.76 5.41 07/15 12:45 0.60 14.16 6.54 07/15 01:00 0.60 13.86 6.32 07/15 13:00 0.60 14.16 6.54 07/15 01:15 0.55 13.86 5.79 07/15 13:15 0.55 14.16 6.00 07/15 01:30 0.57 13.76 5.93 07/15 13:30 0.55 14.16 6.00 07/15 01:45 0.60 13.86 6.32 07/15 13:45 0.65 14.26 7.17 07/15 02:00 0.55 13.86 5.79 07/15 14:00 0.55 14.16 6.00 07/15 02:15 0.55 13.86 5.79 07/15 14:15 0.65 14.06 7.01 07/15 02:30 0.52 13.86 5.47 07/15 14:30 0.60 14.16 6.54 07/15 02:45 0.57 13.86 6.00 07/15 14:45 0.60 14.16 6.54 07/15 03:00 0.55 13.86 5.79 07/15 15:00 0.57 14.26 6.29 07/15 03:15 0.60 13.86 6.32 07/15 15:15 0.65 14.16 7.09 07/15 03:30 0.50 13.86 5.26 07/15 15:30 0.62 14.06 6.68 07/15 03:45 0.55 13.76 5.72 07/15 15:45 0.60 14.06 6.47 Marsh - McBirney FLO-TOTE system 0rsion 0.06 Page 6 of 6 • Instrument serial number A51010 Data file modification # 0 LONGACRES SITE DEVEL. FLOW MONITORING Report from: 07/11/91 16:00:00 SPRINGBROOK CREEK Report to : 07/16/91 09:30:00 LOCATION: UNDER BRIDGE a WEST END OF Site Identification: S.W. 16th ST. RENTON, WA. LONGACRES_PARK JOB No. S950101 SITE_#8_a_S.E._16TH_ ST. BRIDGE DATE TIME VEL LEV FLO DATE TIME VEL LEV FLO FPS IN. MGD FPS IN. MGD 07/15 16:00 0.60 14.06 6.47 07/16 04:00 0.60 13.96 6.39 07/15 16:15 0.60 14.06 6.47 07/16 04:15 0.57 13.86 6.00 07/15 16:30 0.60 14.06 6.47 07/16 04:30 0.60 14.06 6.47 07/15 16:45 0.60 14.06 6.47 07/16 04:45 0.52 13.96 5.54 07/15 17:00 0.60 14.06 6.47 07/16 05:00 0.52 14.06 5.60 07/15 17:15 0.62 14.06 6.68 07/16 05:15 0.57 14.26 6.29 07/15 17:30 0.60 14.06 6.47 07/16 05:30 0.55 14.06 5.93 07/15 17:45 0.60 13.96 6.39 07/16 05:45 0.60 14.06 6.47 07/15 18:00 0.60 14.16 6.54 07/16 06:00 0.60 14.06 6.47 07/15 18:15 0.60 14.06 6.47 07/16 06:15 0.57 14.06 6.14 07/15 18:30 0.60 14.06 6.47 07/16 06:30 0.52 14.16 5.67 07/15 18:45 0.60 14.06 6.47 07/16 06:45 0.55 13.96 5.86 07/15 19:00 0.60 14.16 6.54 07/16 07:00 0.52 14.06 5.60 07/15 19:15 0.57 14.06 6.14 07/16 07:15 0.48 14.06 5.17 07/15 19:30 0.60 14.06 6.47 07/16 07:30 0.47 14.06 5.07 07/15 19:45 0.60 13.96 6.39 07/16 07:45 0.43 13.96 4.58 07/15 20:00 0.60 14.06 6.47 07/16 08:00 0.44 13.96 4.69 07/15 20:15 0.57 14.06 6.14 07/16 08:15 0.57 14.06 6.14 07/15 20:30 0.60 14.06 6.47 07/16 08:30 0.57 14.06 6.14 07/15 20:45 0.55 14.06 5.93 07/16 08:45 0.55 13.96 5.86 07/15 21:00 0.57 14.06 6.14 07/16 09:00 0.60 14.06 6.47 07/15 21:15 0.57 14.06 6.14 07/16 09:15 0.57 13.96 6.07 07/15 21:30 0.55 14.06 5.93 07/16 09:30 0.60 13.96 6.39 07/15 21:45 0.52 14.06 5.60 07/15 22:00 0.55 14.16 6.00 07/15 22:15 0.57 13.96 6.07 07/15 22:30 0.55 14.06 5.93 07/15 22:45 0.52 13.86 5.47 07/15 23:00 0.57 14.06 6.14 07/15 23:15 0.60 13.96 6.39 07/15 23:30 0.60 13.96 6.39 07/15 23:45 0.52 13.96 5.54 07/16 00:00 0.52 14.06 5.60 07/16 00:15 0.52 14.06 5.60 07/16 00:30 0.60 14.06 6.47 07/16 00:45 0.62 13.96 6.60 07/16 01:00 0.57 13.96 6.07 07/16 01:15 0.55 13.96 5.86 07/16 01:30 0.57 13.96 6.07 07/16 01:45 0.62 13.96 6.60 07/16 02:00 0.60 13.96 6.39 07/16 02:15 0.60 13.96 6.39 07/16 02:30 0.55 14.06 5.93 07/16 02:45 0.52 13.96 5.54 07/16 03:00 0.55 14.06 5.93 07/16 03:15 0.60 14.06 6.47 07/16 03:30 0.60 14.06 6.47 07/16 03:45 0.60 13.96 6.39 TUH '91 14:31 PEI 2Ei6 45-3-9-410 P. 1 it PUBarrett Consulting Group 10800 N.E.8th Street,Seventh Floor Bellevue,WA 98004 206 455-9494 FAX:206 45.3-9470 FACSIMILE TRANSMITTAL Project Number: `.orb a/ Date: �� Time: ( To: Company: Qe22'�03 Location: G�t 1�.�� ! ►-� Fax No: _ Z 3 From: C-41 ycL L raF3s a Transmittal consists of page(s), including this cover letter. r�E 1� `r""� i�r-�o�2r►ti..A-r i a.] `f" J �3`T'E� p{� rJ �cz�a.2.3Qom. K` il ►J --- `7"+-W—�- -5 �f.�P�S� cam-- tnti'6 rl-r 1•�'S'S� � �-( G7� t t--`{�7 l-�J� �p ADS Originals Of This Transmittal O will be forwarded to your attention. will not be forwarded to your attention. i f �:•. :aim"rs.; �x...�. -•M i�S� ,r r• - � a .f f. b�`,S_..� �r= ': _M.�.'n_��f-��"cif�•w• ) -...i � •— '� �t s- f:>ssi v�:;ffr(»wO�FfY•�Y/''�fY.��•QY . lik. ..<. .:Z .��. •f. •: gip;. .... .�. r� - ... is Tl� FLO =TOT Your Complete Flow Measuring System r PROVEN ELECTROMAGNETIC SENSOR TECHNOLOGY based on the Faraday effect pro- Based on the equetlon a=VxA vides you with unsurpassed accuracy and reliability. where O=Flow,V-Veloclty,A=Area Flow data is collected by the sensor and stored in the a Debris shedding solid-state memory of the electronics compartment. electromagnetic sen- sor based on the ��+� Q` Faraday effect and a ACCURATE flow measurements are made by the Band solid-state level debris shedding sensor that provides both a level and transducer. velocity measurement which are necessary for-accurate flow rate determination. Equations used to calculate • Expandable stainless flow allow for changes in velocity profile due to = steel mounting band allows easy insfalla- variations in level and for specific site hydrodynamics. lion in minutes FLOW CALCULATIONS performed electronically by FIo-Tote'" utilize the equation Q=VXA where Q is 9 SYSTEM POWER is provided by a 6-volt primary flow, 'V is the average velocity and A is the cross- battery (or optional Iso-Cap") that allows for many sectional area of flow, weeks of data collection and can be easily changed with 0 PATENTED level and velocity sensors were intro- no effect on stored data.Monitoring periods can range duced b Marsh-McBirne from several days to several months. y yin the mid 1970's. Marsh- is recognized worldwide as a leader in the 9 LABOR SAVINGS are significant with the Flo- flowmeter industry. Tote" system which will electronically calculate and analyze flow data thus reducing man hours required in • APPLICATION SUPPORT and engineering assis- the past to calculate flow. tance for difficult applications are provided by our en- gineering staff. PROFESSIONAL DATA ANALYSIS can be • CALIBRATION of your Flo-Tote" System is ac- quickly accomplished utilizing Marsh-McBimey soft- ware packages. Software package selection is depen- facility, providing the highest accuracy achievable for dent upon your data analysis requirements and portable instrument calibration, computer selection. • LIFETIME GUARANTEE against waterdamage is X VERSATILITY of the Flo-Tote'" System provides provided for the sealed electronics compartment, optional features for differing monitoring requirements; (See descriptions provided for optional features) • EASY INSTALLATION can be accomplished in —AC Operation just minutes by securing the stainless steel hardware Telemetry and sensor in your channel. —Flow Proportional Contact Closure — Auxiliary Data Channels • SURCHARGE CONDITIONS or harsh environ- MS/DOS" Based Software ments do not affect operation of this sealed system that includes corrosion resistant case and mounting hard- ware. • EASY OPERATION, including set-up and data re- trieval,are accomplished utilizing a portable computer with easy to use menu-driven software that requires only simple key stroke entries. 0 MS/DOS" PORTABLE COMPUTERS as well as the Epson HX-20 are available. (submersible/non- - submersible) MULTIPLE SITE MONITORING can be accom- J. plished utilizing just one portable computer. ", r DATA PROTECTION for the solid-state memory in the electronics compartment is provided by a long-life five year battery. Your Proven Altj! ow ative to Outdated Measurement Techniques ` • PRIMARY DEVICES such as expensive weirs and flumes do not have the ability to accurately measure ` floµ s during high or low flow conditions due to range limits, require expensive construction costs and have limited portability. • LEVEL ONLY DEVICES(Manning formula) — Flow rates obtained are considered to be approx- imations because velocity is not measured, but only estimated. Advantages of the Flo-Tote' System Flo-TOTE • Construction of weirs and flumes not required • Portable, lightweight, rugged • Measurements can be made during surcharge conditions • Changes in channel conditions which alter level to ENGINEERED flow relationship do not affect the system • Measures both level and velocity which are required WITH YOU IN MIND for accurate flow measurements • AC;DC Operation Obtain Professional Data Analysis Quickly and Easily Discover how easy your data analysis will become with Flo-Tote- System software. Several software packages are available and selection is dependent upon your data analysis requirements and type of portable computer selected. Software packages provide averages,totals,reports and graphs of flow,velocity and level.A software package is also available for use with Lotus Symphony'. ►arm&Wra iMpwK a,mmwnt, -.� .u..c,...r:.� _ a •late Syn:p6ony,;a rcp.vcreC vaJemart of Lotus Curpurabun ( t 800 FLO-TOTEr" TOLL FREE � y ) 800 356-8683 PEI/Barrett Consult' * Group JOB T?DPS S Ifna GA L)S1 C OF 10800 NE 8th Street elenth Floor SHEET NO. BELLEVUE, WASHINGTON 98004 CALCULATED BY DATE (206) 455-9494 FAX (206) 453-9470 CHECKED BY DATE SCALE T ........... .............. ............. 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PRODUCT 204-1(S4ie Wetsl 205-1(Padded)�s k�,Gfotm.Mass.01471.To Order PHONE TOLL FREE 1-8*225-M LONGACRES PARK CREST GAUGE MONITORING file: LPCREST 07/08/91 CREST GAUGE DATE CREST ELEV. PREVIOUS CURRENT W.S. CURRENT W.S. GAUGE RANGE ELEV. RANGE GROUND ELEV. I.D. # SINCE PREV. CREST ELEV. READING ELEV. is GAUGE READING ---------------------------------------------------------------------------------------------------------- #1 05/10/91 9.7 9.7 9.12 9.12 9.50-13.50 9.50-13.50 9.01 --------------------- ---------- - -- - ----------- ---- ------------------------------------------------ • #2 05/10/91 9.9 9.9 9.63 9.63 9.50-13.50 9.50-13.50 9.21 ---------------------------------------------------------------------------------------------------------- #3 05/10/91 6.9 6.9 6.30 6.30 7.00-14.00 7.00-14.00 5.50 06/04/91 N/A N/A 6.21 6.21 ---------------------------------------------------------------------------------------------------------- #4 05/10/91 7.3 7.3 5.25 5.25 5.50-13.50 5.50-13.50 5.49 06/04/91 N\A N\A 5.49 5.49 ---------------------------------------------------------------------------------------------------------- #5 05/10/91 7.2 7.2 5.08 5.08 5.00-13.00 5.00-13.00 4.89 06/04/91 N\A N\A 4.80 4.80 ---------------------------------------------------------------------------------------------------------- #6 05/10/91 1.3 11.3 1.14 11.14 0.60-4.60 10.60-14.60 10.30 06/04/91 1.2 11.2 0.94 10.94 ---------------------------------------------------------------------------------------------------------- #7 05/10/91 2.2 12.2 1.83 11.83 1.00-5.00 11.00-15.00 10.72 06/04/91 2.0 12.0 2.02 12.02 LONGACRES PARK ON-SITE WATER QUALITY MONITORING LABORATORY TESTING ANALYSIS AND FIELD TESTING LOG FILE: H2OTEST 07/17/91 FIELD DATA LAB ANALYSIS ---------------------------------------------------------------------------------------------- <------------------------>1 SPRINGBROOK CREST AIR WATER SPRINGBROOK CK CREEK GAUGE TEMP TEMP PH DO C.COND TSS TOC COMMENTS DATE TIME ELEV. (oC) (OC) (mg/0 (umhos/cm) (mg/1) (mg/1) ------------------------------------------------------------------------------------------------> <------------------------>1--------------------- 06/18/91 N/A N/A 18 15.0 6.97 2.80 350 10 8.5 06/24/91 16:00 3.15 29 17.9 7.10 2.68 335 13 7.5 07/01/91 11:15 3.14 24 19.0 7.16 2.28 374 18 8.2 07/08/91 11:10 3.06 24 16.5 7.49 3.59 319 07/15/91 10:00 3.08 15 16.2 6.63 3.52 364 • FIELD DATA LAB ANALYSIS <----------------------------------------------------------------------------------------------> <------- -------------->1 CREST AIR WATER SITE #3 GAUGE TEMP TEMP PH DO C.COND TSS TOC SITE 93 COMMENTS DATE TIME ELEV. (oC) (oC) (mg/I) (umhos/cm) (mg/1) (mg/I) -------------------- ---------------------------------------------------------------------------> <------------------------>1--------------------- 06/18/91 10.50 N/A 18 15.9 6.94 0.55 613 240 20.0 06/24/91 N/A 07/01/91 11:50 N/A 24 20.3 7.31 0.58 542 07/08/91 10:45 N/A 24 17.6 7.62 1.33 448 07/15/91 10:45 6.33 15 16.9 7.09 0.83 467 IEXISTING 36"0 CMP �\ Q)3� SCALE: NONE SPRINGBROOK CREEK " ': 4 PROJECT LIMITS EXISTING :j O r EXISTING P C Z w 48 0 M i " O SOUTHEAST z ::: ,� ��,,,3 h�x �����yb' ���. a-- � �' WETLANDS Q _ lA N ASI Y EXISTING Z W DETENTION - m POND f- - Q ° -_- - - I 1 Z c Y cl) --�, - I SW 27TH ST. , Q _ O EXISTING W Q i II_ � - O DRAINAGE `y ? WO N _ m CHANNEL '04 O ROJECT LIMITS Q D - a BASIN ` BASIN _ _- z _ a a 3 U R o � O ° I BASIN N PROJECT LIMITS O _ _ SITE SOIL GROUPS °` A _ - - _ - I 6' SW 16TH ST. _ - . UR - URBAN LAND WO - WOODINVILLE SILT LOAM I-405 PY - PUYALLUP FINE SANDY LOAM ' G EXISTIN i vp 24"0,RC -_ _ NG - NEWBERG SILT LOAM ' ;e -_- - lg up - - - - - - - - - - - - - - - - - - - - - _ - - - _ _ _ - -- - - -_ - -IMR --- - - -- --- - - - - _-E NCL - - - - S.158th ST. :` - - - - THEN- - -- - EXISTING G S xx '. CHANNEL = 2'x5' BOX -LIPRR Cy L�/E( f I I I �— �X z. I A90 C - YOI — — :u D GREEN RIVER 4 a IcxsaM w •w r rr RMwI w nrus rt ❑AUBURN, WA. 98002 pw` ma ❑BELLEVUE, WA. 98007 ��i WATER QUALITY MONITORING POINTS f FAGU1� i +T 0KEEN rT' WA.98031 " °" M; LONGACRES PARK CSTC SITE DEVELOPMENT ❑PORkAND, OR. 97220 00 SEATTTLE, WA. 981124 ' r;Ynrmnv IPio+»07 {-405 OAKESDALE S.E. 16TH ST. \J&©5 "..---- ------ ------------ -- -- ------- rl 1 f SPRINGBROOK CREEK STREAMFLOW MONITORING STA. LOCATED UNDER BRIDGE NORTH INFIELD CREEK ABANDONED PUMP HOUSE 1 SPRINGBROOK CREEK 1 ` SITE #1 CREST GAUGE 1 1 +1 1 - I , i . f � 1 I 1 1 1 1 I 1 1 � f 1 1 IMN ST.5 SITE: #2 - CREST GAUGE I j f f SITE #3 1 CREST GAUGE , 1 1 1 1 f f 1 1 1 , f 1 , f , f , , i 1 I SW ?7 TH STREET SITE #5 1 CREST GAUGE 1 ISITE #4 1 CREST GAUGE i 1 1 1 1 SITE #6 I CREST GAUGE 1 f 1 1 , 2 b f _ - _ i^ PROPERTY LINE SITE #7 CREST GAUGE LONGACRES PARK CREST GAUGE AND FLOW MONITORING SITES THE B O E I N G COMPANY PEI(Barrett Consulting Group EXISTING CONDITIONS N NOTES: Sverdrup EXISTING CONDITIONS PER 10800 N.E. 8th St., Seventh Floor CORPORATION W.H./PACIFIC SURVEY & TOPO DRAWINGS. Bellevue, WA 98004 SEPTEMBER 24, 1991 (206) 455-9494 C5X00051.DWG SCALE: NONE